Mine soft rock roadway supporting method, device and equipment

Abstract

The present disclosure provides a mine soft rock roadway supporting method, device and equipment, the method comprising: partitioning the mine soft rock roadway to obtain a plurality of roadway partitions; for any roadway partition, using a multi-dimensional coupled softening degree evaluation model to determine the softening degree score of the roadway surrounding rock at a plurality of positions in the roadway partition, wherein the multi-dimensional coupled softening degree evaluation model is used to measure the softening degree of the corresponding roadway surrounding rock from a plurality of dimensions of softening influencing factors; determining the corresponding supporting scheme of the roadway surrounding rock according to the softening degree score of any roadway surrounding rock in each roadway partition and the position thereof; supporting the mine soft rock roadway according to the corresponding supporting scheme of each roadway surrounding rock in each roadway partition; the present disclosure measures the softening degree of the roadway surrounding rock from multiple dimensions through the multi-dimensional coupled softening degree evaluation model, improves the accuracy of the evaluation, matches the corresponding supporting scheme for the roadway surrounding rock at different positions in different roadway partitions, improves the stability of the roadway, and reduces the supporting cost.

Description

Technical Field

[0001] This disclosure relates to the field of underground engineering support technology in mines, and in particular to a method, apparatus and equipment for supporting soft rock roadways in mines. Background Technology

[0002] As shallow resources are gradually depleted and coal mining depths continue to increase, the problems of large deformation and instability in deep, high-stress soft rock tunnels are becoming increasingly prominent.

[0003] Deep-shaft soft rock tunnels at the kilometer level face complex problems such as high stress, softening of surrounding rock, and deformation instability. However, current technologies rely on limited methods for assessing the degree of softening, such as assessment based on a single stress or using rheological models. Furthermore, most support schemes are statically designed, making it difficult to adapt to the complex mechanical environment of these tunnels. This results in low stability and high support costs for these deep-shaft soft rock tunnels. Summary of the Invention

[0004] This disclosure provides a method, apparatus, and equipment for supporting soft rock roadways in mines, which at least solves the problems of the single assessment method for the degree of softening of surrounding rock in related technologies, low stability of soft rock roadways in mines, and high support costs.

[0005] The technical solution disclosed herein is as follows: This disclosure provides a method for supporting soft rock roadways in mines, including: The soft rock roadways in the mine are divided into multiple roadway zones. For any of the aforementioned roadway zones, a multidimensional coupled softening degree assessment model is used to determine the softening degree score of the surrounding rock at multiple locations within the roadway zone. The multidimensional coupled softening degree assessment model is used to measure the softening degree of the corresponding roadway surrounding rock from multiple dimensions of softening influencing factors. Based on the softening score and location of the surrounding rock in any of the roadways in each of the roadway zones, determine the support scheme corresponding to the surrounding rock of the roadway. The soft rock roadways of the mine are supported according to the support schemes corresponding to the surrounding rock of each roadway in each roadway zone.

[0006] Optionally, the softening influencing factors used to measure the softening degree of the corresponding roadway surrounding rock in the multidimensional coupled softening degree assessment model include stress softening factor, water-based softening factor, joint softening factor, and time-effect softening factor. The multidimensional coupled softening degree assessment model is a four-dimensional coupled softening degree assessment model of "stress-water-joint-time," and the formula of the four-dimensional coupled softening degree assessment model of "stress-water-joint-time" is expressed as follows:

[0007] in, Contribution to stress softening It is the stress softening factor; Contribution to water softening It is a water-based softening agent. To correspond to the pore water pressure of the surrounding rock in the tunnel, This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. Contribution to joint softening As a joint softening factor, This corresponds to the joint density of the surrounding rock in the tunnel. The weight of the contribution to stress softening, Weighting of contribution to water softening Weight of contribution to joint softening; This is a single-factor item. It is a multi-factor coupling term. The coefficients of the multi-factor coupling terms; For time terms, As a time-effect softening factor, This is the coefficient of the time-effect softening factor.

[0008] Optionally, the stress softening factor The water-based softening agent The joint softening factor The time-effect softening factor The following formula is used to determine it:

[0009] in, To correspond to the maximum principal stress of the surrounding rock of the tunnel, , is the horizontal stress coefficient of the surrounding rock of the corresponding roadway, used to characterize the ratio of horizontal stress to vertical stress of the surrounding rock of the corresponding roadway; H is the roadway burial depth of the surrounding rock of the corresponding roadway, a is the roadway radius of the surrounding rock of the corresponding roadway, and b is the distance between adjacent roadways of the surrounding rock of the corresponding roadway. This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. and These are the weighting coefficients; The clay mineral content of the corresponding roadway surrounding rock is used to indicate the proportion of the target mineral in the corresponding roadway surrounding rock; denoted as ρ, where ρ is the porosity of the surrounding rock of the corresponding tunnel; k is the permeability coefficient of the surrounding rock of the corresponding tunnel, used to characterize the seepage capacity of the surrounding rock of the corresponding tunnel. This corresponds to the pore water pressure in the surrounding rock of the tunnel; This corresponds to the joint density of the surrounding rock in the tunnel. This is the angle between the normal direction of the joint surface of the surrounding rock in the corresponding tunnel and the direction of the maximum principal stress; This represents the proportion of clay filling in the joints of the surrounding rock of the corresponding tunnel. This corresponds to the time during which the surrounding rock of the tunnel is softened; The characteristic time is used to normalize the time effect.

[0010] Optionally, determining the support scheme corresponding to the surrounding rock of the roadway based on the softening score and location of any of the roadway sections includes: The softening degree of the surrounding rock of each roadway is determined based on the softening degree score of the surrounding rock in each roadway section. Based on the softening degree of the surrounding rock of the tunnel and its location, the corresponding support scheme for the surrounding rock of the tunnel is determined according to the pre-set correspondence between the support scheme and the softening degree and the location of the surrounding rock.

[0011] Optionally, determining the softening level of the surrounding rock of the roadway based on the softening score of any of the roadway surrounding rock in each of the roadway zones includes: A softening grade classification model is adopted to determine the softening grade of the surrounding rock of each roadway based on the softening degree score of any roadway in each roadway zone. The formula of the softening grade classification model is expressed as follows:

[0012] Wherein, S is the softening score of the surrounding rock of any of the aforementioned roadways.

[0013] Optionally, the correspondence between the pre-set support scheme and the softening degree and surrounding rock location includes: In response to a softening level of no softening or slight softening, and the surrounding rock location being the roof, left side, or right side, the corresponding support scheme is a single-stage anchor spraying. In response to a softening level of no softening and the surrounding rock location being the bottom plate, the corresponding support scheme is no support; In response to a softening level of mild softening and the surrounding rock being located at the bottom plate, the corresponding support scheme is to install double high-strength anchor bolts at the two bottom corners. In response to a softening level of moderate softening, and given that the surrounding rock is located at the top, left, and right sides, the corresponding support scheme is secondary support. In response to a softening level of moderate softening and the surrounding rock being located at the bottom plate, the corresponding support scheme is anchoring or high-strength bottom-sealing anchor bolts. In response to a softening level of severe softening, and given that the surrounding rock is located at the top plate, bottom plate, left side, and right side, the corresponding support scheme is anchoring.

[0014] Optionally, after supporting the soft rock roadway of the mine according to the support scheme corresponding to the surrounding rock of each roadway in each roadway section, the method further includes: For any of the aforementioned roadway sections, the rock-support compatibility index of the roadway section is determined using the following formula:

[0015] in, The surrounding rock-support compatibility index for the roadway zone; The coefficient of the surrounding rock of the roadway at the corresponding location is j=1, which means that the surrounding rock of the roadway is located on the roof, j=2 means that the surrounding rock of the roadway is located on the floor, j=3 means that the surrounding rock of the roadway is located on the left side, and j=4 means that the surrounding rock of the roadway is located on the right side. This is the minimum strength coefficient that the surrounding rock of the tunnel at the corresponding location must meet; The measured deformation of the surrounding rock of the tunnel at the corresponding location; This represents the allowable deformation threshold for the surrounding rock of the roadway at the corresponding location. If the rock-support compatibility index of the roadway section is less than a set threshold, adjust the support parameters in the support scheme corresponding to the roadway section.

[0016] Optionally, the softening influencing factors used to measure the softening degree of the corresponding roadway surrounding rock in the multidimensional coupled softening degree assessment model are determined by conducting rock physical composition analysis, rock property analysis, and rock mechanics tests on the corresponding roadway surrounding rock.

[0017] This disclosure also provides a support device for soft rock roadways in mines, including: The partitioning module is used to partition soft rock roadways in mines, resulting in multiple roadway partitions; The first determining module is used to determine the softening degree score of the surrounding rock at multiple locations in any of the roadway sections using a multidimensional coupled softening degree assessment model. The multidimensional coupled softening degree assessment model is used to measure the softening degree of the corresponding roadway surrounding rock from multiple dimensions of softening influencing factors. The second determining module is used to determine the support scheme corresponding to the surrounding rock of the roadway based on the softening score and location of any of the surrounding rock in each of the roadway zones. The support module is used to support the soft rock roadways of the mine according to the support scheme corresponding to the surrounding rock of each roadway in each roadway section.

[0018] This disclosure also provides an electronic device, including: processor; Memory used to store processor-executable instructions; The processor is configured to execute instructions to implement the steps in the above method.

[0019] This disclosure also provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the steps of the above-described method.

[0020] This disclosure also provides a computer program product, including a computer program / instructions, which, when executed by a processor, implement the steps of the method described above.

[0021] The technical solutions provided by the embodiments of this disclosure bring at least the following beneficial effects: In some embodiments of this disclosure, the soft rock roadways in the mine are divided into multiple roadway zones. For any roadway zone, a multidimensional coupled softening degree assessment model is used to determine the softening degree score of the surrounding rock at multiple locations within the roadway zone. The multidimensional coupled softening degree assessment model is used to measure the softening degree of the corresponding roadway surrounding rock from multiple dimensions of softening influencing factors. Based on the softening degree score and location of any roadway surrounding rock in each roadway zone, a corresponding support scheme for the roadway surrounding rock is determined. Based on the support schemes corresponding to the surrounding rock in each roadway zone, the soft rock roadways in the mine are supported. This disclosure improves the accuracy of the assessment by comprehensively measuring the softening degree of the roadway surrounding rock from multiple dimensions of softening influencing factors through the multidimensional coupled softening degree assessment model. By matching corresponding support schemes to the surrounding rock at different locations in different roadway zones, a refined support design of "one roadway, one policy" is achieved for soft rock roadways in the mine, significantly improving the long-term stability and support economy of soft rock roadways in the mine. Attached Figure Description

[0022] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with this disclosure and, together with the description, serve to explain the principles of this disclosure, and are not intended to unduly limit this disclosure.

[0023] Figure 1 A schematic flowchart of a method for supporting soft rock roadways in a mine, provided as an exemplary embodiment of this disclosure; Figure 2 A schematic diagram illustrating the compositional analysis of siltstone at the -1100 level in a certain mine, provided as an exemplary embodiment of this disclosure; Figure 3 A tunnel excavation model diagram provided for an exemplary embodiment of this disclosure; Figure 4 The principal stress distribution and displacement evolution cloud map of the excavation of the tunnel group obtained by numerical simulation for an exemplary embodiment of this disclosure; Figure 5A schematic diagram of the stress distribution on the floor of a roadway with different cross-sectional shapes, provided for an exemplary embodiment of this disclosure; Figure 6 A schematic diagram comparing the plastic zone of numerical simulation results for different schemes provided in exemplary embodiments of this disclosure; Figure 7 A schematic diagram illustrating the phenomenon of surrounding rock deformation and failure behavior reflected in the support structure, as provided in an exemplary embodiment of this disclosure; Figure 8 A schematic diagram of a roadway support scheme provided for an exemplary embodiment of this disclosure; Figure 9 A schematic diagram of the roadway deformation measured in the field, provided as an exemplary embodiment of this disclosure; Figure 10 A schematic diagram of the structure of a mine soft rock roadway support device 20 provided for an exemplary embodiment of this disclosure; Figure 11 A schematic diagram of the structure of an electronic device provided for an exemplary embodiment of this disclosure. Detailed Implementation

[0024] To enable those skilled in the art to better understand the technical solutions of this disclosure, the technical solutions in the embodiments of this disclosure will be clearly and completely described below with reference to the accompanying drawings.

[0025] It should be noted that the terms "first," "second," etc., used in the specification, claims, and accompanying drawings of this disclosure are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that the embodiments of this disclosure described herein can be implemented in orders other than those illustrated or described herein. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with this disclosure. Rather, they are merely examples of apparatuses and methods consistent with some aspects of this disclosure.

[0026] It should be noted that the user information involved in this disclosure includes, but is not limited to, user device information and user personal information; the collection, storage, use, processing, transmission, provision and disclosure of user information in this disclosure all comply with the provisions of relevant laws and regulations and do not violate public order and good morals.

[0027] The technical solutions provided by the embodiments of this disclosure are described in detail below with reference to the accompanying drawings.

[0028] Figure 1 This is a schematic flowchart illustrating a method for supporting soft rock roadways in mines, provided as an exemplary embodiment of this disclosure. Figure 1 As shown, the method includes: S101: Divide the soft rock roadways in the mine into multiple roadway zones; S102: For any roadway section, a multidimensional coupled softening degree assessment model is used to determine the softening degree score of the surrounding rock at multiple locations in the roadway section. The multidimensional coupled softening degree assessment model is used to measure the softening degree of the corresponding roadway surrounding rock from multiple dimensions of softening influencing factors. S103: Determine the support scheme corresponding to the surrounding rock of any roadway in each roadway zone based on the softening degree score and location. S104: Support the soft rock roadways in the mine according to the support scheme corresponding to the surrounding rock of each roadway in each roadway zone.

[0029] In this embodiment, the entity executing the above method can be a terminal device or a server.

[0030] The terminal device includes, but is not limited to, mobile stations (MS), mobile terminals, mobile phones, handsets, and portable equipment. This terminal device can communicate with one or more core networks via a radio access network (RAN). For example, the terminal device can be a mobile phone (or "cellular" phone), a computer with wireless communication capabilities, a computer with wireless transceiver capabilities, a virtual reality (VR) terminal device, an AR terminal device, a wireless terminal in industrial control, a wireless terminal in self-driving, a wireless terminal in remote medical care, a wireless terminal in a smart grid, a wireless terminal in transportation safety, a wireless terminal in a smart city, a wireless terminal in a smart home, etc. The operating systems installed on the terminal device include, but are not limited to, iOS, Android, Windows, Linux, and Mac OS. In different networks, terminals may be called by different names, such as: user equipment, mobile station, user unit, station, cellular phone, personal digital assistant, wireless modem, wireless communication device, handheld device, laptop, cordless phone, wireless local loop station, television, etc. For ease of description, this embodiment will simply refer to it as terminal device.

[0031] In this embodiment, the implementation form of the server is not limited. For example, the server can be a conventional server, a cloud server, a cloud host, a virtual center, or other server devices. The server mainly consists of a processor, hard disk, memory, system bus, and other common computer architecture types.

[0032] In some embodiments of this disclosure, the mine soft rock tunnel is a deep coal mine soft rock tunnel, such as a kilometer-deep soft rock tunnel.

[0033] In some embodiments of this disclosure, the soft rock roadways in a mine are divided into multiple roadway zones. One possible approach is to divide the soft rock roadways into multiple roadway zones based on different rock strata. For example, the roadway zones for soft rock roadways in a mine can be shown in Table 1: Table 1. Schematic diagram of roadway zoning in soft rock mines.

[0034] In some embodiments of this disclosure, for any roadway section, a multidimensional coupled softening degree assessment model is used to determine the softening degree score of the surrounding rock at multiple locations within the roadway section. The multidimensional coupled softening degree assessment model is used to measure the softening degree of the corresponding roadway surrounding rock from multiple dimensions of softening influencing factors. One possible approach is to obtain model input data of the surrounding rock at multiple locations within any roadway section; input the model input data of the surrounding rock at any location within the roadway section into the multidimensional coupled softening degree assessment model to determine the softening degree score of the surrounding rock at that location.

[0035] In an optional embodiment, the softening influencing factors used to measure the softening degree of the surrounding rock in the corresponding roadway in the multidimensional coupled softening degree assessment model include stress softening factor, water-based softening factor, joint softening factor, and time-effect softening factor. The multidimensional coupled softening degree assessment model is a four-dimensional coupled softening degree assessment model of "stress-water-joint-time", and the formula of this four-dimensional coupled softening degree assessment model of "stress-water-joint-time" is expressed as follows:

[0036] in, Contribution to stress softening It is the stress softening factor; Contribution to water softening It is a water-based softening agent. To correspond to the pore water pressure of the surrounding rock in the tunnel, This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. Contribution to joint softening As a joint softening factor, This corresponds to the joint density of the surrounding rock in the tunnel. The weight of the contribution to stress softening, Weighting of contribution to water softening Weight of contribution to joint softening; This is a single-factor item. It is a multi-factor coupling term. The coefficients of the multi-factor coupling terms; For time terms, As a time-effect softening factor, This is the coefficient of the time-effect softening factor.

[0037] Among them, stress softening factor Water-based softening agents Joint softening factor Time-effect softening factor The following formula is used to determine it:

[0038] in, To correspond to the maximum principal stress of the surrounding rock of the tunnel, , is the horizontal stress coefficient of the surrounding rock of the corresponding roadway, used to characterize the ratio of horizontal stress to vertical stress of the surrounding rock of the corresponding roadway; H is the roadway burial depth of the surrounding rock of the corresponding roadway, a is the roadway radius of the surrounding rock of the corresponding roadway, and b is the distance between adjacent roadways of the surrounding rock of the corresponding roadway. This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. and These are the weighting coefficients; The clay mineral content of the corresponding roadway surrounding rock is used to indicate the proportion of the target mineral in the corresponding roadway surrounding rock; denoted as ρ, where ρ is the porosity of the surrounding rock of the corresponding tunnel; k is the permeability coefficient of the surrounding rock of the corresponding tunnel, used to characterize the seepage capacity of the surrounding rock of the corresponding tunnel. This corresponds to the pore water pressure in the surrounding rock of the tunnel; This corresponds to the joint density of the surrounding rock in the tunnel. This is the angle between the normal direction of the joint surface of the surrounding rock in the corresponding tunnel and the direction of the maximum principal stress; This represents the proportion of clay filling in the joints of the surrounding rock of the corresponding tunnel. This corresponds to the time during which the surrounding rock of the tunnel is softened; The characteristic time is used to normalize the time effect.

[0039] At this point, the model input data includes the horizontal stress coefficient. , roadway depth H, roadway radius a, distance between adjacent roadways b, uniaxial compressive strength clay mineral content pore water pressure Joint density The angle between the joint surface normal and the direction of maximum principal stress The proportion of clay filling in joints The time of softening .

[0040] In one optional embodiment, the model input data can be obtained by performing rock physical composition analysis, rock property analysis, and rock mechanics tests on the surrounding rock of the corresponding tunnel.

[0041] In an optional embodiment, the softening influencing factors used to measure the softening degree of the surrounding rock of the corresponding roadway in the multidimensional coupled softening degree assessment model are determined by rock physical composition analysis, rock property analysis and rock mechanics test of the surrounding rock of the corresponding roadway.

[0042] Among them, rock physical composition analysis involves systematically sampling the surrounding rock at multiple locations within any roadway section in a mine's soft rock roadway (e.g., taking corresponding rock masses at multiple locations within the roadway section), conducting qualitative observations of the samples to determine the rock type; after sampling, processing, and grinding, preparing thin optical sections of the rock, and using a microscope to detect the microscopic composition of the rock to determine the mineral composition of the surrounding rock; simultaneously, using an electron microscope scanner to scan and analyze the samples, analyzing the microscopic morphology of the surrounding rock minerals, the composition, distribution, and assemblage relationships of clay minerals at a smaller scale.

[0043] Rock property analysis: Porosity and permeability of roadway surrounding rock samples were tested using a conventional porosity and permeability tester. Combined with the analysis of the porosity of thin sections of the cast body, the rock properties were determined. Mercury intrusion porosimetry was performed on the rock to determine the rock pore structure.

[0044] Rock mechanics test: also known as rock stress-strain test, which measures the mechanical parameters of rock samples, such as elastic modulus, shear modulus, compressive strength, and full stress-strain curve.

[0045] As an example, samples were taken from the bottom of the sixth level shaft, the main roadway, and the water tank. Four rock samples were taken from each location for rock physical composition analysis, rock property analysis, and rock mechanics tests.

[0046] like Figure 2 The diagram shown is a schematic representation of the rock composition analysis of siltstone at the -1100 level of a certain mine. The rock composition of the siltstone at the -1100 level of this mine is as follows: quartz content 35-45%, feldspar 2-3%, iron 5-8%, totaling 55%. Clay minerals account for approximately 15-25%, and intermineral mudstone infill content 30-40%, totaling 45%; it belongs to muddy sandstone (weathered).

[0047] Clay minerals (15-25%) and argillaceous infill (30-40%) form a weakly cemented matrix, which loosens under high stress through particle slip, argillaceous migration, and hydrolysis. The brittle crack propagation and cement debonding of quartz (35-45%) and ferrous minerals (5-8%) exacerbate damage accumulation. Mechanical tests reveal a decrease in elastic modulus, strain softening curves, and shear failure characteristics (such as the brittle-ductile transition), confirming a macro-micro synergistic weakening effect. Long-term creep and chemical processes (such as pressure solution) further reduce strength, necessitating grouting reinforcement or flexible support to suppress plastic deformation of the surrounding rock.

[0048] In the above analysis, the high proportion of clay and argillaceous infill (45%) forms a weakly cemented substrate, which is prone to preferential failure under high stress; the strain softening segment in the whole curve corresponds to the competition process between microcrack propagation and clay mineral slippage; the pore water that may exist in the argillaceous infill reacts with the clay minerals (such as montmorillonite swelling when it comes into contact with water), which exacerbates long-term strength degradation (creep damage).

[0049] Due to its unique characteristics of "weak cementation, high porosity, and strong water sensitivity," siltstone becomes a "key control layer" for deformation in deep shaft tunnels under the coupled effects of high stress, seepage, and time effects. Its deformation mechanism is complex and typical, making it a core target for support design optimization. In-depth research on siltstone can directly guide the parameter selection for technologies such as grouting modification and pressure-yielding support, achieving the engineering goal of "treating softness by first treating sand." Regarding the softening mechanism and long-term stability of siltstone at the -1100m level in a certain mine, the coupling mechanism between zonal fracturing and long-term stability of the surrounding rock in the tunnel can be analyzed by combining the zonal fracturing phenomenon. Table 2 shows the uniaxial compressive strength test results of siltstone at the -1100m level in a certain mine: Table 2. Example of uniaxial compressive strength test results for siltstone at a certain mine at a depth of -1100m.

[0050] Previous studies have shown that deep high stress ( ≈30 MPa) leads to the formation of alternating fracture zones (plastic strain > 5%) and intact zones (strain < 1%) within the surrounding rock, whose spatial periodicity is related to the angle between the direction of the maximum principal stress ( ). The stress softening, water-based softening, and relay softening play a driving role. Firstly, from a stress perspective, microcrack propagation in the fracture zone (damage variable D > 0.6) induces strain softening, reducing residual strength to 30%–50% of peak strength. Secondly, from a water-based softening perspective, clay minerals (montmorillonite content ≥ 15%) exhibit swelling force > 1 MPa upon contact with water, and the permeability pressure (≈45°~60°) is also affected. ≈0.3 This exacerbates fracture propagation; from the perspective of joint softening, the dominant joint set dips at 45°~60° (compared to...). Directional coordination), with muddy filler (comprising >30%) having a shear strength <1 MPa, induces slippage along the weak surface. Furthermore, surrounding rock fracturing and stability also exhibit time effects; under mining time T (e.g., approximately 10 years for six-level mining), the creep rate... / s, causing the rupture zone to expand outward by 0.5~1.0 m per year.

[0051] Based on the softening mechanism of siltstone and the mining time at the level of this roadway, the degree of softening deformation of the siltstone can be estimated. Here, the softening of siltstone at the -1100 level of the aforementioned mine mainly considers stress softening, water-induced softening, and joint softening.

[0052] (1) Stress softening: Stress ratio = 2rH / [ =2×0.025×1000 / 45=1.56. This accounts for 60% of all softened material.

[0053] (2) Water-induced softening: The rock contains 45% expansive minerals with a softening coefficient of <0.75, classifying it as a softenable rock. It accounts for 30% of all softened rocks.

[0054] (3) Joint softening: The block size is greater than 0.4m, which belongs to a relatively intact rock mass. It accounts for 10% of all softened rock.

[0055] Therefore, through physical composition analysis, rock property analysis, and rock mechanics tests, it was determined that stress softening, water softening, and joint softening are the main causes of large deformation and support failure in the roadway.

[0056] As an example, a multidimensional coupled softening degree assessment model is constructed, including steps such as defining model parameters and constructing coupling formulas. The model parameters are the softening influencing factors used in the multidimensional coupled softening degree assessment model to measure the softening degree of the surrounding rock in the corresponding roadway.

[0057] Before defining the model parameters, the model assumptions are first made: the surrounding rock lithology of the tunnel is mainly argillaceous sandstone and siltstone, containing clay minerals (montmorillonite, kaolinite, etc.); tectonic stress dominates (horizontal stress coefficient λ≥1.5); burial depth H>800m; and the hydrological conditions are complex (pore water pressure). =0.2~0.5 ( (This refers to the stress in the original rock).

[0058] Define model parameters, including stress softening factor. Water-based softening agents Joint softening factor Time-effect softening factor The following formula is used to determine it:

[0059] Among them, stress softening factor Parameters in the formula: This represents the maximum principal stress (MPa) of the surrounding rock in the corresponding tunnel. , This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. Water-based softening agent Parameters in the formula: and These are weighting coefficients, optionally... =0.6, =0.4; To correspond to the clay mineral content (%) of the surrounding rock of the tunnel, reflecting the proportion of minerals such as montmorillonite and kaolinite in the surrounding rock, the aforementioned assumption is that the lithology of the surrounding rock of the tunnel is mainly argillaceous sandstone and siltstone, containing clay minerals (montmorillonite, kaolinite, etc.). denoted as porosity (%) of the surrounding rock of the corresponding roadway; k is the permeability coefficient (m / s) of the surrounding rock of the corresponding roadway, characterizing the seepage capacity of the surrounding rock; To correspond to the pore water pressure (MPa) of the surrounding rock in the tunnel, in the aforementioned assumptions, The value range is 0.2. 0.5 ( (for original rock stress) Joint softening factor Parameters in the formula: This represents the joint density (stripes / m³) of the surrounding rock in the corresponding roadway, reflecting the degree of joint density in the surrounding rock. The angle (°) between the normal direction of the joint surface of the surrounding rock of the roadway and the direction of the maximum principal stress. The percentage of clay filling in the joints of the surrounding rock of the corresponding roadway affects the shear strength of the joints; Time-effect softening factor Parameters in the formula: This corresponds to the time (in days) during which the surrounding rock of the roadway is softened, indicating the duration of the softening process. For the characteristic time (days), the location is optional. The value is 30 days, used to normalize the time effect.

[0060] It should be noted that, In the formula, The horizontal stress coefficient corresponding to the surrounding rock of the roadway represents the ratio of horizontal stress to vertical stress. In the aforementioned assumptions, ≥1.5; H is the burial depth of the corresponding roadway surrounding rock. In the aforementioned assumption, H>800m; a and b are the roadway radius and the distance between adjacent roadways, respectively (the specific units need to be determined according to the actual situation, usually in meters).

[0061] The above parameters collectively reflect the softening characteristics of the surrounding rock in deep coal mine soft rock roadways under the coupled effects of multiple factors such as stress, hydrology, joints, and time.

[0062] Constructing the coupling formula: Before determining the multidimensional coupled softening degree assessment model, it is first necessary to analyze the contribution values ​​of individual factors, considering the contributions of stress softening, water-based softening, and joint softening respectively. When K1 > 1, the stress softening nonlinearity increases, and the Sigmoid function reflects the threshold effect. Therefore, the stress softening contribution formula... as follows:

[0063] Pore ​​water pressure With clay mineral content Synergistic amplification of softening effect. Water-based softening contribution formula. as follows:

[0064] Joint density and The angle between the joint surface normal and the direction of maximum principal stress jointly controls the degree of weakening. The joint softening contribution formula S3 is as follows:

[0065] Introducing a nonlinear interaction term, the formula for the multidimensional coupled softening degree evaluation model is expressed as follows:

[0066] in, This is a single-factor item. It is a multi-factor coupling term. This is a time term.

[0067] Since stress is the dominant factor in the model, followed by pore water and joints, it is optional that... =0.4, =0.35, =0.15; Considering the interaction strength, =0.1; In addition, the time factor =0.05, therefore the formula for the above multidimensional coupled softening degree evaluation model is:

[0068] The above-mentioned multidimensional coupled softening degree evaluation model has been improved in many ways, such as introducing The revised formula takes into account the stress superposition in dense tunnel clusters. In addition, the weight of water-based softening is strengthened. =0.35, reflecting the characteristic that coal-bearing strata are prone to mudification when exposed to water.

[0069] The aforementioned multidimensional coupled softening assessment model quantifies the softening mechanism of the surrounding rock in soft rock roadways of deep coal mines through four-dimensional coupling of stress, water, joints, and time, providing a theoretical basis for dynamic support design.

[0070] In some embodiments of this disclosure, the support scheme corresponding to the surrounding rock of any roadway in each roadway section is determined based on the softening degree score and location of the surrounding rock. One possible approach is to determine the softening degree level of the surrounding rock of the roadway based on the softening degree score of the surrounding rock of any roadway in each roadway section; and based on the softening degree level and location of the surrounding rock, determine the corresponding support scheme for the surrounding rock of the roadway according to a pre-defined correspondence between the support scheme and the softening degree level and the location of the surrounding rock.

[0071] In one optional embodiment, a softening grade classification model is used to determine the softening grade of the surrounding rock in each roadway zone based on the softening score of the surrounding rock in any roadway. The formula for the softening grade classification model is as follows:

[0072] Where S is the softening score of the surrounding rock in any roadway.

[0073] Understandably, a softening level of L = no softening means the rock is stable.

[0074] As an example, the symbolic representation of the softening degree of the surrounding rock in a roadway can be shown in Table 3. The symbolic representation of the softening degree of the surrounding rock in a roadway varies depending on its location.

[0075] Table 3. Symbolic representation of the degree of softening of the surrounding rock in the tunnel.

[0076] In an optional embodiment, the pre-defined correspondence between the support scheme and the softening degree and the location of the surrounding rock includes: For rock softening levels of no softening or slight softening, and for surrounding rock locations of the roof, left side, and right side, the corresponding support scheme is single-stage anchor spraying. In response to the softening level being no softening and the surrounding rock being the bottom slab, the corresponding support scheme is no support; In response to the softening level being slightly softened and the surrounding rock being the bottom slab, the corresponding support scheme is to install double strong anchor bolts at the two bottom corners; In response to the softening level being moderate and the surrounding rock being located at the top, left, and right sides, the corresponding support scheme is secondary support. In response to the softening level being moderate and the surrounding rock being the bottom plate, the corresponding support scheme is anchoring or strong bottom sealing anchor bolts; In response to the softening level being severely softened, and the surrounding rock being located in the top slab, bottom slab, left sidewall, and right sidewall, the corresponding support scheme is anchoring.

[0077] As an example, the correspondence between the pre-defined support scheme and the softening degree and surrounding rock location can be shown in Table 4: Table 4. Schematic diagram of the correspondence between pre-set support schemes, softening degree, and surrounding rock location.

[0078] In some embodiments of this disclosure, the soft rock roadways in the mine are supported according to the support scheme corresponding to the surrounding rock of each roadway in each roadway section. One possible approach is to use the support scheme corresponding to the surrounding rock of each roadway at the corresponding location in the soft rock roadway of the mine.

[0079] In an optional embodiment, after supporting the soft rock roadways in the mine according to the support scheme corresponding to the surrounding rock of each roadway zone, the surrounding rock-support compatibility index of any roadway zone can be determined using the following formula:

[0080] in, The rock-support compatibility index for roadway zones; The coefficient of the surrounding rock of the roadway is the strength coefficient of the roadway at the corresponding location. j=1 indicates that the surrounding rock of the roadway is located on the roof, j=2 indicates that the surrounding rock of the roadway is located on the floor, j=3 indicates that the surrounding rock of the roadway is located on the left side, and j=4 indicates that the surrounding rock of the roadway is located on the right side. This is the minimum strength coefficient that the surrounding rock of the tunnel at the corresponding location must meet; This represents the measured deformation of the surrounding rock in the corresponding location of the tunnel. This is the allowable deformation threshold for the surrounding rock of the roadway at the corresponding location; if the surrounding rock-support compatibility index of the roadway section is less than the set threshold, adjust the support parameters in the support scheme corresponding to the roadway section.

[0081] As an example, in order to determine the effectiveness and suitability of the support scheme, it can be analyzed from the perspectives of on-site deformation monitoring and suitability analysis.

[0082] Among them, on-site deformation monitoring can determine the effectiveness and suitability of the support scheme through on-site measurement. One possible approach is to monitor whether the roof subsidence has decreased, whether the convergence of the two sides has been suppressed, and whether the bottom expansion deformation has stabilized after a set period of time has elapsed since the support scheme was implemented.

[0083] Compatibility analysis can be performed from the perspective of rock-support compatibility. One possible approach is to use a rock-support compatibility index. The effectiveness and suitability of the support scheme are determined by the following criteria: when When the value is ≥1.2 (set threshold), the surrounding rock-support fit is considered good. At this point, the support scheme is considered effective and fit. Otherwise, the support parameters need to be adjusted.

[0084] In the above method embodiments, the soft rock roadways in the mine are divided into multiple roadway zones. For any roadway zone, a multidimensional coupled softening degree assessment model is used to determine the softening degree score of the surrounding rock at multiple locations within the roadway zone. The multidimensional coupled softening degree assessment model is used to measure the softening degree of the surrounding rock of the corresponding roadway from multiple dimensions of softening influencing factors. Based on the softening degree score and location of the surrounding rock of any roadway in each roadway zone, the corresponding support scheme for the surrounding rock is determined. Based on the support schemes corresponding to the surrounding rock of each roadway in each roadway zone, the soft rock roadways in the mine are supported. This disclosure improves the accuracy of the assessment by comprehensively measuring the softening degree of the surrounding rock from multiple dimensions of softening influencing factors through the multidimensional coupled softening degree assessment model. By matching corresponding support schemes to the surrounding rock at different locations in different roadway zones, the refined support design of "one roadway, one policy" for soft rock roadways in the mine is realized, significantly improving the long-term stability and support economy of soft rock roadways in the mine.

[0085] In some embodiments of this disclosure, based on coal mine geological data and actual tunnel excavation conditions, the simulated tunnel is designed in siltstone with poor lithology, approximately simulating a tunnel with soft rock in the roof, floor, and sidewalls. Figure 3 The image shown is a model diagram of the tunnel excavation, in which... Figure 3 (a) is a mesh diagram of the three-dimensional model. Figure 3 (b) is a mesh diagram of the area near the tunnel. The model is 56m long, 50m wide, and 50m high along the strike direction. The model is densified in the area near the tunnel, and consists of 124,880 elements. The simulated tunnel mainly consists of two parts: the blue part is the semi-circular arch currently used in the mine, and the green part is the over-excavated part of the floor. The tunnel in this model has a burial depth of 1300m. Therefore, a vertical load is applied to the upper part of the model to simulate the weight of the overlying strata. The initial stress field is a horizontal stress of 42.3MPa along the strike direction and a horizontal stress of 35.8MPa along the dip direction. Horizontal displacement is restricted on the sides of the model, and vertical displacement is restricted on the bottom surface.

[0086] In some embodiments of this disclosure, the tunnel group consists of densely distributed, adjacent or staggered tunnels, typically spaced 10-30 meters apart. During excavation, the stress fields of multiple tunnels superimpose, forming significant stress concentration zones and unloading relaxation zones. After the first tunnel is excavated, the radial stress of the surrounding rock is released, while the tangential stress concentrates at the arch crown, arch base, and left and right arch feet. A stress reduction zone forms in the middle of the free face, exhibiting a typical stress arch effect. During the construction of subsequent tunnels, the stress fields of adjacent tunnels superimpose in the rock pillar area, significantly increasing the vertical stress, while the outer area forms a relaxation zone due to the unloading effect of multiple tunnels. The layered, staggered layout (such as a six-level excavation tunnel group) exacerbates the deterioration of rock mass integrity, especially in areas with high clay mineral content such as argillaceous interlayers, which easily form a network of interconnected fractures, leading to weakened bearing capacity of the surrounding rock and inducing chain-reaction instability.

[0087] The relevant technology provides analysis results on the stress field changes of the surrounding rock during the excavation of a double-circular tunnel group. During the excavation of the tunnel group, the excavation of later tunnels affects the stress and displacement fields of the surrounding rock of earlier tunnels. To address the excavation problem of the tunnel group, a numerical simulation model is established to study this issue. Figure 4 This is a cloud map showing the principal stress distribution and displacement evolution of the excavation of the tunnel group obtained from numerical simulation.

[0088] The stress field distribution within the tunnel group exhibits complex spatial differentiation characteristics. The rock pillar area, due to stress concentration, becomes a potential compression-shear failure zone, with its failure mode primarily manifesting as "X"-shaped conjugate fractures. The unloading relaxation zone around the tunnel perimeter experiences a significant reduction in radial stress in the roof, floor, and sidewalls during single-tunnel excavation; however, the superposition of multiple tunnels may compress or reload this area. Tectonic stress fields (such as residual stress near faults or folds) can alter the principal stress directions, inducing asymmetric deformation. Numerical simulation results ( Figure 4 (a) indicates that when the spacing between the two tunnels decreases, the stress field superposition effect is significant, and the stress concentration of the rock column intensifies; when the spacing increases, the shielding effect weakens, and the stress distribution approaches the state of an independent single tunnel.

[0089] Displacement evolution is jointly regulated by spatial layout and construction sequence. The middle rock column of a parallel tunnel group shifts inward, resulting in bulging deformation. Intersecting tunnels experience abrupt changes in displacement gradient in the intersection area, with a significantly higher deformation rate than non-intersecting areas. Numerical simulation results ( Figure 4 (b) shows that the displacement field of the multi-tunnel excavation exhibits symmetry. In the soft rock area, due to the high clay mineral content, the displacement time is significant, and creep drives progressive failure, exacerbating the plastic deformation of the surrounding rock.

[0090] The mechanical behavior of rock formations exhibits significant spatiotemporal evolution characteristics. In the short term, it is dominated by instantaneous elastic deformation and stress redistribution. In the long term, the creep of clay minerals in soft rock leads to stress transfer to deeper layers, the unloading zone continues to expand, and the rock column undergoes time-dependent fracture due to accumulated damage. Rheological processes accelerate the plastic deformation process of the surrounding rock, shorten the stabilization period, and place higher demands on the dynamic adaptability of the support system.

[0091] In response to the aforementioned evolutionary patterns, engineering control requires a tiered strategy. This includes strengthening the bearing capacity of the rock pillars through grouting reinforcement and high-strength anchor cables to suppress compressive-shear failure; sequentially controlling the excavation step distance and support sequence to reduce the cumulative disturbance effects of multi-tunnel construction; and dynamically optimizing support parameters to match the characteristics of the surrounding rock deformation stages. By balancing local stress concentration with overall stability, the domino-like chain reaction failure mechanism can be effectively blocked, ensuring the long-term stability of the tunnel group.

[0092] In some embodiments of this disclosure, the cross-sectional shape (e.g., circular, arched, rectangular) directly affects the stress distribution and concentration of the surrounding rock (e.g., the stress concentration coefficient at the corner of a rectangle can be 2-3 times higher), while the support scheme (anchor spacing, grouting range, steel frame stiffness) determines the stress transfer path and energy dissipation efficiency. By comparing the range of the plastic zone, deformation, and support stress under different combinations through numerical simulation, design parameters can be optimized to balance safety and economy, avoiding local instability or wasteful over-support due to insufficient adaptability of a single scheme. Its core significance lies in achieving full life-cycle stability control of high-stress soft rock tunnels through synergistic regulation of "morphology-structure". To this end, two types of tunnel models can be involved: semi-circular arched tunnels and semi-circular arched tunnels with over-excavated floor slabs. Based on this, four support schemes were proposed: Scheme 1: Deformation and stress state of two cross-sections under unsupported conditions; Scheme 2: Stress state and support effect of two cross-sections under anchor-sprayed support conditions; Scheme 3: Stress state and support effect of over-excavated semi-circular arched roadways after anchoring the floor slab in addition to anchor-sprayed support; Scheme 4: Stress state and support effect of over-excavated semi-circular arched roadways after anchoring the floor slab in addition to anchor-sprayed support. Figure 5 The figure shows the stress distribution of the floor slab in roadways with different cross-sectional shapes. Figure 5 (a) is a diagram showing the tensile stress distribution on the floor slab of a flat-bottomed arched tunnel. Figure 5 (b) is a diagram showing the horizontal stress distribution in a semi-circular arched roadway with an over-excavated floor slab; as shown... Figure 6 The figure shown is a comparison of the plastic zone results of the numerical simulation of the above scheme.

[0093] Under different support methods, the deformation and plastic zone depth of the surrounding rock in soft rock tunnels will change, as shown in Table 5.

[0094] Table 5. Comparison of the effects of different support methods in soft rock roadways.

[0095] The following conclusions can be drawn from the analysis of the numerical calculation results: (1) The arched floor can effectively improve the stability of the surrounding rock of the floor and is conducive to controlling the deformation of the floor of the high-stress roadway; (2) After the arch bottom plate is reinforced by bolting and grouting, the deformation of the bottom plate is reduced from the original 47.6 cm to 3.33 cm. Therefore, the roadway with bolt-grouting reinforced arch bottom plate is an effective measure to solve the difficulty in supporting deep high-stress soft rock roadways; (3) After the bottom plate is reinforced, the support effect of the roof and two side walls is affected to a certain extent, especially in the fractured rock strata sections. To ensure the support effect in fractured rock strata sections, measures such as grouting reinforcement or anchor cable combined support shall be adopted for the roadway roof and two side walls when necessary.

[0096] In summary, a numerical simulation study on the distribution law of the surrounding rock stress field and large deformation mechanism of the cavern group is carried out. Two types of roadway models, namely the semicircular arch roadway and the semicircular arch roadway with over-excavated bottom plate, are designed. Based on this, four support schemes are proposed. By comparing the plastic zone range, deformation amount and support stress under different combinations through numerical simulation, a "morphology-structure" cooperative control method for high-stress soft rock roadways is proposed. The following conclusions can be drawn by analyzing the numerical calculation results: ① The arch bottom plate can effectively improve the stability of the surrounding rock of the bottom plate, which is beneficial to control the deformation of the bottom plate of high-stress roadways; ② After the arch bottom plate is reinforced by bolting and grouting, the deformation of the bottom plate is reduced from the original 47.6 cm to 3.33 cm; ③ After the bottom plate is reinforced, the support effect of the roof and two side walls is affected to a certain extent, especially in the fractured rock strata sections.

[0097] In some embodiments of the present disclosure, the stability judgment of the two side walls, roof and bottom plate adopts the ratio n of 1.5 times the in-situ rock stress to 10f as the indicator, that is, n=1.5rH / 10f. The unit of rH is MPa, and f is dimensionless, so as to quickly judge the stability of the surrounding rock. The stability of the surrounding rock can be quickly judged according to the value of n. The basic judgment indicators are as follows: (1) When n≤1, the rock is stable, and the stability is defined as type "A"; (2) When 1<n≤1.5, the rock is slightly softened, and the stability is defined as type "B"; (3) When 1.5<n≤2.0, the rock is moderately softened, and the stability is defined as type "C"; (4) When n>2.0, the rock is highly softened, and the stability is defined as type "D". The corresponding table is also shown in Table 3.

[0098] Based on the above method, the stability index of different rock strata is calculated, and the results are as follows: (1) Limestone: the strength reduction factor is 0.8, then f=7 0.8=5.6, n=1.5×0.025×1000 / (10×5.6)=0.67, the stability is type "A"; (2) Sandstone (including medium sandstone and fine sandstone): the strength reduction factor is 0.8, then f=7×0.8=4.2, n=1.5×0.025×1000 / (10×4.2)=0.89, the stability is type "A"; (3) Siltstone: The strength reduction factor is taken as 0.6, then f=5×0.6=3, n=1.5×0.025×1000 / (10×3)=1.25, then the stability is "B" type; (4) Sandy shale: The strength reduction factor is taken as 0.6, then f=4 0.6 = 2.4, n = 1.5 × 0.025 × 1000 / (10 × 2.4) = 1.56, therefore the stability is type "C"; (5) Mudstone: The strength reduction factor is taken as 0.5, then f=3 0.5 = 1.5, n = 1.5 × 0.025 × 1000 / (10 × 1.5) = 2.5, then the stability is type "D"; (6) Coal: The strength reduction factor is taken as 0.5, then f=2 0.5 = 1, n = 1.5 × 0.025 × 1000 / (10 × 1.0) = 3.75, then the stability is "D" type.

[0099] Based on a comprehensive consideration of factors such as the thickness and location of the rock, a reasonable support classification should be selected.

[0100] In some embodiments of this disclosure, based on the test results of the physical and mechanical properties of six-level soft rock, and in accordance with the classification standard of engineering soft rock, the roadway is divided into the following categories according to the properties of the surrounding rock: (1) soft bottom and soft side type surrounding rock structure; (2) medium hard bottom plate and soft side type surrounding rock structure; (3) soft bottom, hard side and hard top type surrounding rock structure.

[0101] The average burial depth of the six-level downhill section through the siltstone is 1258m. According to the theory of mine pressure, its basic vertical stress is estimated to be: RH = 2.5 × 1258 = 31.45 MPa, basic horizontal stress is 35 MPa, and concentrated vertical stress at the edge of the roadway is: KRH = 1.5 × 2.5 × 1258 = 47.17 MPa.

[0102] (1) Stability of soft-bottomed and soft-sided surrounding rock structures The siltstone has a uniaxial compressive strength of 40 MPa and a concentrated vertical stress of 47.17 MPa at the edge of the roadway. Therefore, the high-stress softening coefficient in the vertical direction is 47.17 / 40=1.2, indicating slight softening. The cross-layer part is coal, with a uniaxial compressive strength of 20 MPa. The high-stress softening coefficient in the horizontal direction of the floor is 35 / 20=1.7, indicating that it has entered a softening state.

[0103] (2) Medium-hard bottom plate and soft side rock structure The uniaxial compressive strength of the coal-bearing fine sandstone floor is 80 MPa, which is much greater than the concentrated stress in the vertical and horizontal directions, thus the floor is stable. However, the two sides are coal seam and sandy shale, with stress softening coefficients of 47.17 / 20=2.36 and 47.17 / 40=1.2 respectively, making the two sides the key areas for control.

[0104] (3) Soft bottom, hard side and hard top type of surrounding rock structure The main cause of this type of tunnel damage is that the hard rock layer in the tunnel floor is too thin, and the soft rock layer deep in the floor expands after the stress is released, leading to the floor cracking.

[0105] The above calculations and analysis show that the deformation mechanisms of roadways with different surrounding rock structures and stability vary greatly. Therefore, appropriate support methods must be adopted according to the surrounding rock structure and stability.

[0106] In some embodiments of this disclosure, the surrounding rock structure is classified according to the characteristics of soft rock roadways in deep coal mines, and corresponding support schemes are proposed. The specific operation process is as follows: (1) The roadway surrounding rock structure is simplified into a combination of four parts: roof, floor, left side and right side. When a certain part is composed of multiple rock layers of different strengths and thicknesses, the long-term robustness coefficient with thickness weight is taken as the robustness coefficient f of that part of the rock mass; (2) According to the range accessible to support, the depth of each part of the roadway surrounding rock is taken as 5 meters; (3) The roadway surrounding rock structure is "assembled" according to the robustness coefficient with thickness weight to form the surrounding rock structure of roof, floor, left side and right side expressed by robustness coefficient f.

[0107] Taking the study area as an example (the sixth level stone gate passes through the following rock strata), the roof of the tunnel in this area is sandstone, and the strength reduction factor is 0.8, so f=6×0.8=4.8; the floor is sandy shale, considering water absorption creep and a service life of 10 years, the strength reduction factor is 0.6, so f=4×0.6=2.4; the two sides are sandy shale, considering water absorption creep and a service life of 10 years, the strength reduction factor is 0.6, so f=4×0.6=2.4, and the burial depth is 1400 meters. Therefore, the rapid judgment index n of the surrounding rock stability can be calculated, and the support method can be selected according to the tunnel surrounding rock structure and its stability: (1) For the roof sandstone, n=1.5rH / 10f=1.5×0.025×1400 / (10×4.8)=1, which belongs to the RA type. (2) For the bottom plate and the two sides of the sandy shale, n=1.5rH / 10f=1.5×0.025×1400 / (10×2.4)=2.2, the bottom plate belongs to the FD type, and the two sides belong to the WL-D and WR-D types.

[0108] Therefore, the stability of the surrounding rock structure in this section of the roadway can be expressed as: RA, FD, WL-D, WR-D type. Referring to Table 4, the classification and support methods adopted for the six different levels of the roadway are as follows: (1) Bottom rock tunnel: Support or a combination of support and pressure relief is required.

[0109] (2) Semi-coal-rock roadway: The lower horizontal roadway of the sixth coal seam is supported by a combination of support and pressure relief, and managed by a combination of anti-scouring and soft rock control; the upper horizontal roadway of the sixth coal seam is supported by high-strength anchor mesh and roadway retention along the goaf; the upper and lower horizontal roadways of the first coal seam only need to be supported by conventional anchor mesh within the pressure relief protection zone of the sixth and fourth coal seams.

[0110] (3) Full coal roadway: The upper horizontal roadway of the fourth coal seam is located in the pressure relief zone of the sixth coal seam and the first coal seam. It needs to be supported by conventional anchor mesh and advanced support. During the mining process, it also needs to be supported by roadway maintenance. The lower horizontal roadway of the fourth coal seam is located in the structural pressure relief zone of the sixth coal seam. It needs to be supported by conventional anchor mesh, advanced support and roadway retention along the goaf.

[0111] As an example, in a high-stress environment at level six, there exist: soft rock roadways and semi-coal-rock roadways. Soft rock roadways are those that locally traverse high-stress and stress recovery zones, while semi-coal-rock roadways are horizontal roadways beneath six coal seams. During the stress-induced deformation process, the deformation and failure patterns of the surrounding rock, as stress increases, are reflected in the support structure as follows: Figure 7 The phenomenon shown.

[0112] Deep soft rock tunnels are characterized by large deformations, requiring reinforced support. However, considering economic viability, the support strength cannot be increased indefinitely. Therefore, a graded and segmented support technique is necessary to ensure the long-term stability of the soft rock tunnel while maintaining economic efficiency. The following technical scheme is proposed for graded and segmented support.

[0113] For roadways in areas with low ground stress, basic support techniques such as bolts, cables, metal mesh, and shotcrete are used. For main roadways and shaft bottom yards that have been in long-term use, if the floor is stable, U-shaped steel supports are added to the existing bolt, mesh, and shotcrete support techniques to strengthen the support. Different support measures are adopted for roadways with different structures and rock stability. For roadways with weak floor strata, the overall support strength is compromised after floor heave, requiring combined support of bolts and grouting. In roadways with moderately softened floors, floor sealing and anchoring are required for reinforcement; in areas with highly softened floors, floor grouting is required for reinforcement. Specific solutions are as follows... Figure 8 As shown.

[0114] Based on stress analysis and anti-scouring requirements, graded support schemes for deep thin coal seams and thick coal seams were designed respectively, and the results are shown in Table 6.

[0115] Table 6. Example of a zoned and graded support scheme for roadways

[0116] To examine the effectiveness and adaptability of the surrounding rock deformation control technology, an analysis was conducted from the perspectives of on-site deformation monitoring and adaptability analysis.

[0117] (1) On-site measurement Based on on-site measurements of tunnel deformation (such as...) Figure 9 According to the results, the deformation of the roadway has been effectively controlled. Six months after implementation, the roof subsidence was less than 80 mm, the sidewall convergence was less than 150 mm, and the floor heave was less than 50 mm, which is a significant improvement compared to before implementation.

[0118] (2) Surrounding rock-support compatibility From the perspective of rock-support compatibility, a rock-support compatibility index is proposed. :

[0119] In the formula, j=1,2,3,4: top plate, bottom plate, left side, right side; The minimum strength factor required for this part; Measured deformation : Permissible deformation threshold.

[0120] The criterion for judging the fit between surrounding rock and support is: when A value ≥1.2 is considered acceptable; otherwise, the support parameters need to be adjusted. Calculations are performed by substituting the relevant parameters to obtain the result. =1.85, indicating good compatibility between surrounding rock and support.

[0121] In this example, a graded and dynamic support scheme was proposed to address the differences in roadways. By combining a "structural classification → parameter mapping → dynamic control" system, optimized roadway support was achieved, reducing support costs, shortening the roadway maintenance cycle, and ensuring roadway safety. Compared to traditional support schemes, material costs were reduced by 15%, and the maintenance cycle was extended by two times. This demonstrates that the graded support scheme has good adaptability and practical effectiveness.

[0122] Figure 10 A schematic diagram of the structure of a mine soft rock roadway support device 20 provided for an exemplary embodiment of this disclosure. Figure 10 As shown, the soft rock roadway support device 20 in the mine includes: a partitioning module 21, a first determining module 22, a second determining module 23, and a support module 24.

[0123] Among them, the partitioning module 21 is used to partition the soft rock roadway of the mine to obtain multiple roadway partitions; The first determining module 22 is used to determine the softening degree score of the surrounding rock at multiple locations in any roadway section using a multi-dimensional coupled softening degree assessment model. The multi-dimensional coupled softening degree assessment model is used to measure the softening degree of the corresponding roadway surrounding rock from multiple dimensions of softening influencing factors. The second determining module 23 is used to determine the support scheme corresponding to the surrounding rock of any roadway in each roadway zone based on the softening degree score and location of the surrounding rock. The support module 24 is used to support the soft rock roadways in the mine according to the support scheme corresponding to the surrounding rock of each roadway in each roadway zone.

[0124] Optionally, the softening influencing factors used to measure the softening degree of the surrounding rock in the multidimensional coupled softening degree assessment model include stress softening factor, water-based softening factor, joint softening factor, and time-effect softening factor. The multidimensional coupled softening degree assessment model is a four-dimensional coupled softening degree assessment model of "stress-water-joint-time". The formula of the four-dimensional coupled softening degree assessment model of "stress-water-joint-time" is expressed as follows:

[0125] in, Contribution to stress softening It is the stress softening factor; Contribution to water softening It is a water-based softening agent. To correspond to the pore water pressure of the surrounding rock in the tunnel, This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. Contribution to joint softening As a joint softening factor, This corresponds to the joint density of the surrounding rock in the tunnel. The weight of the contribution to stress softening, Weighting of contribution to water softening Weight of contribution to joint softening; This is a single-factor item. It is a multi-factor coupling term. The coefficients of the multi-factor coupling terms; For time terms, As a time-effect softening factor, This is the coefficient of the time-effect softening factor.

[0126] Optionally, stress softening factor Water-based softening agents Joint softening factor Time-effect softening factor The following formula is used to determine it:

[0127] in, To correspond to the maximum principal stress of the surrounding rock of the tunnel, , is the horizontal stress coefficient of the surrounding rock of the corresponding roadway, used to characterize the ratio of horizontal stress to vertical stress of the surrounding rock of the corresponding roadway; H is the roadway burial depth of the surrounding rock of the corresponding roadway, a is the roadway radius of the surrounding rock of the corresponding roadway, and b is the distance between adjacent roadways of the surrounding rock of the corresponding roadway. This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. and These are the weighting coefficients; The clay mineral content of the corresponding roadway surrounding rock is used to indicate the proportion of the target mineral in the corresponding roadway surrounding rock; denoted as ρ, where ρ is the porosity of the surrounding rock of the corresponding tunnel; k is the permeability coefficient of the surrounding rock of the corresponding tunnel, used to characterize the seepage capacity of the surrounding rock of the corresponding tunnel. This corresponds to the pore water pressure in the surrounding rock of the tunnel; This corresponds to the joint density of the surrounding rock in the tunnel. This is the angle between the normal direction of the joint surface of the surrounding rock in the corresponding tunnel and the direction of the maximum principal stress; This represents the proportion of clay filling in the joints of the surrounding rock of the corresponding tunnel. This corresponds to the time during which the surrounding rock of the tunnel undergoes softening. The characteristic time is used to normalize the time effect.

[0128] Optionally, when determining the support scheme corresponding to the surrounding rock of any roadway in each roadway zone based on the softening score and location of the surrounding rock, the second determining module 53 is used for: The softening degree of the surrounding rock in each roadway zone is determined based on the softening degree score of the surrounding rock in any roadway zone. Based on the softening level and location of the surrounding rock in the roadway, the corresponding support scheme for the roadway surrounding rock is determined according to the pre-set correspondence between the support scheme and the softening level and the location of the surrounding rock.

[0129] Optionally, when determining the support scheme corresponding to the surrounding rock of any roadway in each roadway zone based on the softening score and location of the surrounding rock, the second determining module 23 is used for: A softening grade classification model is adopted to determine the softening grade of the surrounding rock in each roadway zone based on the softening score of the surrounding rock in any roadway. The formula for the softening grade classification model is expressed as follows:

[0130] Where S is the softening score of the surrounding rock in any roadway.

[0131] Optionally, the pre-defined correspondence between the support scheme and the softening degree and the location of the surrounding rock includes: For rock softening levels of no softening or slight softening, and for surrounding rock locations of the roof, left side, and right side, the corresponding support scheme is single-stage anchor spraying. In response to the softening level being no softening and the surrounding rock being the bottom slab, the corresponding support scheme is no support; In response to the softening level being slightly softened and the surrounding rock being the bottom slab, the corresponding support scheme is to install double strong anchor bolts at the two bottom corners; In response to the softening level being moderate and the surrounding rock being located at the top, left, and right sides, the corresponding support scheme is secondary support. In response to the softening level being moderate and the surrounding rock being the bottom plate, the corresponding support scheme is anchoring or strong bottom sealing anchor bolts; In response to the softening level being severely softened, and the surrounding rock being located in the top slab, bottom slab, left sidewall, and right sidewall, the corresponding support scheme is anchoring.

[0132] Optionally, the above-mentioned device further includes: The third determination module is used to determine the rock-support compatibility index of any roadway zone using the following formula:

[0133] in, The rock-support compatibility index for roadway zones; The coefficient of the surrounding rock of the roadway is the strength coefficient of the roadway at the corresponding location. j=1 indicates that the surrounding rock of the roadway is located on the roof, j=2 indicates that the surrounding rock of the roadway is located on the floor, j=3 indicates that the surrounding rock of the roadway is located on the left side, and j=4 indicates that the surrounding rock of the roadway is located on the right side. This is the minimum strength coefficient that the surrounding rock of the tunnel at the corresponding location must meet; This represents the measured deformation of the surrounding rock in the corresponding location of the tunnel. This represents the allowable deformation threshold for the surrounding rock of the roadway at the corresponding location. The adjustment module is used to adjust the support parameters in the support scheme of the roadway section when the surrounding rock-support compatibility index of the roadway section is less than a set threshold.

[0134] Optionally, the softening influencing factors used to measure the softening degree of the surrounding rock of the corresponding roadway in the multidimensional coupled softening degree assessment model are determined by rock physical composition analysis, rock property analysis and rock mechanics test of the surrounding rock of the corresponding roadway.

[0135] Regarding the apparatus in the above embodiments, the specific manner in which each module performs its operation has been described in detail in the embodiments related to the method, and will not be elaborated upon here.

[0136] Figure 11 This is a schematic diagram of the structure of an electronic device provided as an exemplary embodiment of this disclosure. For example... Figure 3 As shown, the electronic device includes a memory 31 and a processor 32. Additionally, the electronic device also includes a power supply component 33 and a communication component 34.

[0137] Memory 31 is used to store computer programs and can be configured to store various other data to support operation on the electronic device. Examples of this data include instructions for any application or method used to operate on the electronic device.

[0138] The memory 31 can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic storage, flash memory, magnetic disk or optical disk.

[0139] Communication component 34 is used for data transmission with other devices.

[0140] The processor 32 can execute computer instructions stored in the memory 31 to: acquire an original combustion chamber image of the combustion chamber in the gas turbine; perform edge detection on the original combustion chamber image to obtain a flashback region image; generate a mask image based on the flashback region image; synthesize the mask image and the original combustion chamber image to obtain a composite image; and input the composite image into the flashback fault identification model to obtain a flashback identification result.

[0141] Accordingly, embodiments of this disclosure also provide a computer-readable storage medium storing a computer program. When the computer-readable storage medium stores a computer program, and the computer program is executed by one or more processors, it causes one or more processors to perform... Figure 1 Each step in the method embodiment.

[0142] Accordingly, embodiments of this disclosure also provide a computer program product, which includes a computer program / instructions that are executed by a processor. Figure 1 Each step in the method embodiment.

[0143] The above Figure 3The communication component is configured to facilitate wired or wireless communication between the device containing the communication component and other devices. The device containing the communication component can access wireless networks based on communication standards, such as WiFi, 2G, 3G, 4G / LTE, 5G, or combinations thereof. In one exemplary embodiment, the communication component receives broadcast signals or broadcast-related information from an external broadcast management system via a broadcast channel. In one exemplary embodiment, the communication component also includes a Near Field Communication (NFC) module to facilitate short-range communication. For example, the NFC module may be implemented based on Radio Frequency Identification (RFID), Infrared Data Association (IrDA) technology, Ultra-Wideband (UWB) technology, Bluetooth (BT) technology, and other technologies.

[0144] The above Figure 3 The power supply component provides power to the various components of the device in which it resides. The power supply component may include a power management system, one or more power supplies, and other components associated with generating, managing, and distributing power to the device in which it resides.

[0145] The aforementioned electronic devices also include a display screen and audio components.

[0146] The display includes a screen, which may include a liquid crystal display (LCD) and a touch panel (TP). If the screen includes a touch panel, the screen can be implemented as a touchscreen to receive input signals from the user. The touch panel includes one or more touch sensors to sense touches, swipes, and gestures on the touch panel. The touch sensors can sense not only the boundaries of touch or swipe actions, but also the duration and pressure associated with the touch or swipe operation.

[0147] An audio component may be configured to output and / or input audio signals. For example, the audio component includes a microphone (MIC) configured to receive external audio signals when the device containing the audio component is in an operating mode, such as call mode, recording mode, or voice recognition mode. The received audio signals may be further stored in memory or transmitted via a communication component. In some embodiments, the audio component also includes a speaker for outputting audio signals.

[0148] In the embodiments of the apparatus, device, storage medium, and computer program products disclosed above, an original combustion chamber image of the combustion chamber in a gas turbine is acquired; edge detection is performed on the original combustion chamber image to obtain a flashback region image; a mask image is generated based on the flashback region image; the mask image and the original combustion chamber image are synthesized to obtain an image-enhanced composite image; the composite image is input into a flashback fault identification model to quickly obtain the flashback identification result; this disclosure combines edge detection technology and a neural network model to quickly identify flashback faults based on the original combustion chamber image, thereby improving the efficiency and accuracy of flashback fault detection.

[0149] Those skilled in the art will understand that embodiments of this disclosure can be provided as methods, systems, or computer program products. Therefore, this disclosure can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, this disclosure can take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0150] This disclosure is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of this disclosure. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, create a machine for implementing the flowchart illustrations and / or block diagrams. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0151] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0152] These computer program instructions may also be loaded onto a computer or other programmable data processing equipment to cause a series of operational steps to be performed on the computer or other programmable equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable equipment for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0153] In a typical configuration, a computing device includes one or more processors (CPU), input / output interfaces, network interfaces, and memory.

[0154] Memory may include non-persistent storage in computer-readable media, such as random access memory (RAM) and / or non-volatile memory, such as read-only memory (ROM) or flash RAM. Memory is an example of computer-readable media.

[0155] Computer-readable media include both permanent and non-permanent, removable and non-removable media that can store information using any method or technology. Information can be computer-readable instructions, data structures, modules of programs, or other data. Examples of computer storage media include, but are not limited to, phase-change memory (PRAM), static random access memory (SRAM), dynamic random access memory (DRAM), other types of random access memory (RAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), flash memory or other memory technologies, CD-ROM, digital versatile optical disc (DVD) or other optical storage, magnetic tape, disk storage or other magnetic storage devices, or any other non-transferable medium that can be used to store information accessible by a computing device. As defined herein, computer-readable media does not include transient computer-readable media, such as modulated data signals and carrier waves.

[0156] It should be noted that, in this document, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Unless otherwise specified, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes the element.

[0157] The above are merely specific embodiments of this disclosure, enabling those skilled in the art to understand or implement this disclosure. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this disclosure. Therefore, this disclosure is not to be limited to these embodiments, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A method for supporting soft rock roadways in mines, characterized in that, include: The soft rock roadways in the mine are divided into multiple roadway zones. For any of the aforementioned roadway zones, a multidimensional coupled softening degree assessment model is used to determine the softening degree score of the surrounding rock at multiple locations within the roadway zone. The multidimensional coupled softening degree assessment model is used to measure the softening degree of the corresponding roadway surrounding rock from multiple dimensions of softening influencing factors. Based on the softening score and location of the surrounding rock in any of the roadways in each of the roadway zones, determine the support scheme corresponding to the surrounding rock of the roadway. According to the support scheme corresponding to the surrounding rock of each roadway in each roadway zone, the soft rock roadway of the mine is supported; The softening influencing factors used to measure the softening degree of the surrounding rock in the multidimensional coupled softening degree assessment model include stress softening factor, water-based softening factor, joint softening factor, and time-effect softening factor. The multidimensional coupled softening degree assessment model is a four-dimensional coupled softening degree assessment model of "stress-water-joint-time," and the formula for this model is as follows: in, Contribution to stress softening It is the stress softening factor; Contribution to water softening It is a water-based softening agent. To correspond to the pore water pressure of the surrounding rock in the tunnel, This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. Contribution to joint softening As a joint softening factor, This corresponds to the joint density of the surrounding rock in the tunnel. The weight of the contribution to stress softening, Weighting of contribution to water softening Weight of contribution to joint softening; This is a single-factor item. It is a multi-factor coupling term. The coefficients of the multi-factor coupling terms; For time terms, As a time-effect softening factor, This is the coefficient of the time-effect softening factor.

2. The method according to claim 1, characterized in that, The stress softening factor The water-based softening agent The joint softening factor The time-effect softening factor The following formula is used to determine it: in, To correspond to the maximum principal stress of the surrounding rock of the tunnel, , is the horizontal stress coefficient of the surrounding rock of the corresponding roadway, used to characterize the ratio of horizontal stress to vertical stress of the surrounding rock of the corresponding roadway; H is the roadway burial depth of the surrounding rock of the corresponding roadway, a is the roadway radius of the surrounding rock of the corresponding roadway, and b is the distance between adjacent roadways of the surrounding rock of the corresponding roadway. This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. and These are the weighting coefficients; The clay mineral content of the corresponding roadway surrounding rock is used to indicate the proportion of the target mineral in the corresponding roadway surrounding rock; denoted as ρ, where ρ is the porosity of the surrounding rock of the corresponding tunnel; k is the permeability coefficient of the surrounding rock of the corresponding tunnel, used to characterize the seepage capacity of the surrounding rock of the corresponding tunnel. This corresponds to the pore water pressure in the surrounding rock of the tunnel; This corresponds to the joint density of the surrounding rock in the tunnel. This is the angle between the normal direction of the joint surface of the surrounding rock in the corresponding tunnel and the direction of the maximum principal stress; This represents the proportion of clay filling in the joints of the surrounding rock of the corresponding tunnel. This corresponds to the time during which the surrounding rock of the tunnel undergoes softening. The characteristic time is used to normalize the time effect.

3. The method according to claim 1, characterized in that, The step of determining the support scheme corresponding to the surrounding rock of each roadway based on the softening score and location of any of the roadway surrounding rock in each roadway zone includes: The softening degree of the surrounding rock in each of the aforementioned roadway zones is determined based on the softening degree score of the surrounding rock in each roadway zone. Based on the softening degree and location of the surrounding rock of the tunnel, the corresponding support scheme for the surrounding rock of the tunnel is determined according to the pre-set correspondence between the support scheme and the softening degree and the location of the surrounding rock.

4. The method according to claim 3, characterized in that, The step of determining the softening level of the surrounding rock based on the softening score of any of the surrounding rock in each of the roadway zones includes: A softening grade classification model is adopted to determine the softening grade of the surrounding rock of each roadway based on the softening degree score of any roadway in each roadway zone. The formula of the softening grade classification model is expressed as follows: Wherein, S is the softening score of the surrounding rock of any of the aforementioned roadways.

5. The method according to claim 4, characterized in that, The pre-defined correspondence between the support scheme and the softening degree and the location of the surrounding rock includes: In response to a softening level of no softening or slight softening, and the surrounding rock location being the roof, left side, or right side, the corresponding support scheme is a single-stage anchor spraying. In response to a softening level of no softening and the surrounding rock location being the bottom plate, the corresponding support scheme is no support; In response to a softening level of mild softening and the surrounding rock being located at the bottom plate, the corresponding support scheme is to install double high-strength anchor bolts at the two bottom corners. In response to a softening level of moderate softening, and given that the surrounding rock is located at the top, left, and right sides, the corresponding support scheme is secondary support. In response to a softening level of moderate softening and the surrounding rock being located at the bottom plate, the corresponding support scheme is anchoring or high-strength bottom-sealing anchor bolts. In response to a softening level of severe softening, and given that the surrounding rock is located at the top plate, bottom plate, left side, and right side, the corresponding support scheme is anchoring.

6. The method according to claim 1, characterized in that, After supporting the soft rock roadway of the mine according to the support scheme corresponding to the surrounding rock of each roadway in each roadway section, the method further includes: For any of the aforementioned roadway sections, the rock-support compatibility index of the roadway section is determined using the following formula: in, The surrounding rock-support compatibility index for the roadway zone; The coefficient of the surrounding rock of the roadway at the corresponding location is j=1, which means that the surrounding rock of the roadway is located on the roof, j=2 means that the surrounding rock of the roadway is located on the floor, j=3 means that the surrounding rock of the roadway is located on the left side, and j=4 means that the surrounding rock of the roadway is located on the right side. This is the minimum strength coefficient that the surrounding rock of the tunnel at the corresponding location must meet; This represents the measured deformation of the surrounding rock in the corresponding location of the tunnel. This represents the allowable deformation threshold for the surrounding rock of the roadway at the corresponding location. If the rock-support compatibility index of the roadway section is less than a set threshold, adjust the support parameters in the support scheme corresponding to the roadway section.

7. The method according to any one of claims 1-6, characterized in that, The softening influencing factors used to measure the softening degree of the surrounding rock in the multidimensional coupled softening degree assessment model are determined by rock physical composition analysis, rock property analysis and rock mechanics test of the surrounding rock in the corresponding roadway.

8. A support device for soft rock roadways in mines, characterized in that, include: The partitioning module is used to partition soft rock roadways in mines, resulting in multiple roadway partitions; The first determining module is used to determine the softening degree score of the surrounding rock at multiple locations in any of the roadway sections using a multidimensional coupled softening degree assessment model. The multidimensional coupled softening degree assessment model is used to measure the softening degree of the corresponding roadway surrounding rock from multiple dimensions of softening influencing factors. The second determining module is used to determine the support scheme corresponding to the surrounding rock of the roadway based on the softening degree score and location of any of the surrounding rock in each roadway section. The support module is used to support the soft rock roadways of the mine according to the support scheme corresponding to the surrounding rock of each roadway in each roadway section; The softening influencing factors used to measure the softening degree of the surrounding rock in the multidimensional coupled softening degree assessment model include stress softening factor, water-based softening factor, joint softening factor, and time-effect softening factor. The multidimensional coupled softening degree assessment model is a four-dimensional coupled softening degree assessment model of "stress-water-joint-time," and the formula for this model is as follows: in, Contribution to stress softening It is the stress softening factor; Contribution to water softening It is a water-based softening agent. To correspond to the pore water pressure of the surrounding rock in the tunnel, This represents the uniaxial compressive strength of the surrounding rock in the corresponding tunnel. Contribution to joint softening As a joint softening factor, This corresponds to the joint density of the surrounding rock in the tunnel. The weight of the contribution to stress softening, Weighting of contribution to water softening Weight of contribution to joint softening; This is a single-factor item. It is a multi-factor coupling term. The coefficients of the multi-factor coupling terms; For time terms, As a time-effect softening factor, This is the coefficient of the time-effect softening factor.

9. An electronic device, characterized in that, include: processor; Memory used to store processor-executable instructions; The processor is configured to execute instructions to implement the steps of the method as described in any one of claims 1-7.

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