Method and device for determining roadway danger, storage medium and processor

Abstract

The application provides a roadway danger determination method and device, a storage medium and a processor. The method comprises the following steps: obtaining a geological strength index of surrounding rock of a preset area of a roadway. The geological strength index reflects surface characteristics of a structure surface of the surrounding rock of the preset area and structural characteristics of the surrounding rock of the preset area. The uniaxial compressive strength of the surrounding rock of the preset area is corrected by using the geological strength index to obtain a corrected uniaxial compressive strength. According to the corrected uniaxial compressive strength, a danger grade is determined. The danger grade is used to represent the risk of rock burst in the preset area. The method solves the problem that the risk of rock burst cannot be accurately predicted by only using the uniaxial strength of the surrounding rock in the prior art.

Description

Technical Field

[0001] This application relates to the field of coal mining technology, and more specifically, to a method for determining roadway hazards, a device for determining roadway hazards, a storage medium, and a processor. Background Technology

[0002] Rockbursts, as a dynamic disaster, have become a pressing problem to be solved in deep mines. Rockbursts are characterized by their instantaneous, high-energy, and highly destructive nature, severely impacting the safe and efficient mining of underground coal mines. Numerous rockburst accidents indicate that mining roadways are high-incidence areas for rockburst accidents, which are closely related to the properties of the surrounding rock, its occurrence conditions, and stress environment.

[0003] Currently, the uniaxial compressive strength of the surrounding rock is often used to determine the risk of rockburst. The uniaxial compressive strength of the surrounding rock is obtained by uniaxial compression test. The surrounding rock sample used in the uniaxial compression test is taken from the intact rock mass, ignoring the surface characteristics of the structural planes of the surrounding rock and the influence of the structural characteristics of the surrounding rock on the risk of rockburst.

[0004] As can be seen from the above, the existing technology cannot accurately predict the risk of rockburst by using only the uniaxial strength of the surrounding rock. Summary of the Invention

[0005] The main objective of this application is to provide a method, device, storage medium, and processor for determining roadway hazards, so as to at least solve the problem that the risk of rockburst cannot be accurately predicted by using only the uniaxial strength of the surrounding rock in the prior art.

[0006] To achieve the above objectives, according to one aspect of this application, a method for determining the hazard of a roadway is provided. The method includes: obtaining a geological strength index of the surrounding rock in a predetermined area of ​​the roadway, the geological strength index reflecting the surface characteristics of the structural planes of the surrounding rock in the predetermined area and the structural characteristics of the surrounding rock in the predetermined area; correcting the uniaxial compressive strength of the surrounding rock in the predetermined area using the geological strength index to obtain a corrected uniaxial compressive strength; and determining a hazard level based on the corrected uniaxial compressive strength, the hazard level being used to characterize the risk of rockburst in the predetermined area.

[0007] Optionally, determining the hazard level based on the modified uniaxial compressive strength includes: obtaining a hazard index, which is the ratio of the modified uniaxial compressive strength to the maximum ground stress, where the maximum ground stress is the maximum value of the ground stress of the surrounding rock in the preset area; and determining the hazard level based on the hazard index.

[0008] Optionally, determining the hazard level based on the hazard index includes: determining a preset hazard index range in which the hazard index is located, wherein there are multiple preset hazard index ranges; and determining a target hazard level based on the preset hazard index range in which the hazard index is located and a first mapping relationship, wherein the first mapping relationship is a mapping relationship between the preset hazard index range and the hazard level, and the target hazard level is the hazard level corresponding to the preset hazard index range in which the hazard index is located.

[0009] Optionally, before obtaining the hazard index, the method further includes: treating the surrounding rock of the preset area using a hollow inclusion stress relief method to obtain the maximum in-situ stress; wherein, treating the surrounding rock of the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress includes: controlling a first drilling rig to drill a first borehole in the surrounding rock of the preset area, the first drilling rig having a first solid drill bit with a diameter of a first diameter, and the length of the first borehole being a first length; controlling a second drilling rig to drill a second borehole at the bottom of the first borehole, the second drilling rig having a second solid drill bit with a diameter of a second diameter, the length of the second borehole being a second length, the second diameter being smaller than the first diameter, and the center of the first borehole being the same as the center of the second borehole; and applying stress... The process involves applying adhesive and advancing the stress gauge into the second borehole. Once the adhesive has fully cured, a third drilling rig is used to drill a core sample from the periphery of the second borehole. The core sample contains the stress gauge. The drill bit of the third drilling rig is hollow, with a diameter equal to the first diameter. The center of the core sample is the same as the center of the second borehole, and the length of the core sample is the second length. After removing the core sample, it is placed in a confining pressure calibration instrument. A confining pressure is applied to the core sample using the instrument to obtain a stress-strain curve. Based on this curve, the maximum ground stress is determined. The stress-strain curve represents the change in ground stress in the surrounding rock of the preset area in response to the strain of the surrounding rock in the preset area. The maximum ground stress is the maximum value of the ground stress in the surrounding rock of the preset area as shown in the stress-strain curve.

[0010] Optionally, obtaining the geological strength index of the surrounding rock in a preset area of ​​the tunnel includes: obtaining a first parameter and obtaining a second parameter, wherein the first parameter is used to characterize the surface features of the structural surface of the surrounding rock in the preset area, and the second parameter is used to characterize the structural features of the surrounding rock in the preset area; and determining the geological strength index based on a second mapping relationship, wherein the second mapping relationship is the mapping relationship between the first parameter, the second parameter and the geological strength index.

[0011] Optionally, obtaining the first parameter includes: obtaining a third parameter, a fourth parameter, and a fifth parameter, wherein the third parameter is used to characterize the surface roughness of the structural surface of the surrounding rock in the preset area, the fourth parameter is used to characterize the degree of weathering of the surface of the structural surface of the surrounding rock in the preset area, and the fifth parameter is used to characterize the filling material condition of the surface of the structural surface of the surrounding rock in the preset area; and the third parameter, the fourth parameter, and the fifth parameter are summed to obtain the first parameter.

[0012] Optionally, the tunnel includes multiple preset areas, each preset area having a number. After determining the hazard level based on the modified uniaxial compressive strength, the method further includes: obtaining the hazard levels of the multiple preset areas, each hazard level corresponding to a preset area; determining hazardous areas based on the hazard level and the number of each preset area, wherein each hazardous area includes a group of preset areas with consecutive numbers, and the hazard level of each preset area in the hazardous area is greater than the preset hazard level.

[0013] According to another aspect of this application, a device for determining the hazard of a roadway is also provided. The device includes: an acquisition unit for acquiring a geological strength index of the surrounding rock in a predetermined area of ​​the roadway, the geological strength index reflecting the surface characteristics of the structural surface of the surrounding rock in the predetermined area and the structural characteristics of the surrounding rock in the predetermined area; a correction unit for correcting the uniaxial compressive strength of the surrounding rock in the predetermined area using the geological strength index to obtain a corrected uniaxial compressive strength; and a determination unit for determining a hazard level based on the corrected uniaxial compressive strength, the hazard level being used to characterize the risk of rockburst occurring in the predetermined area.

[0014] According to another aspect of this application, a computer-readable storage medium is also provided, the computer-readable storage medium including a stored program, wherein, when the program is executed, it controls the device on which the computer-readable storage medium is located to perform any of the aforementioned methods for determining roadway hazards.

[0015] According to another aspect of this application, a processor is also provided for running a program, wherein the program, when running, executes any of the methods for determining roadway hazards described above.

[0016] By applying the technical solution of this application, since the modified uniaxial compressive strength takes into account both the uniaxial compressive strength and the surface characteristics of the surrounding rock structure, as well as the structural characteristics of the surrounding rock, the modified uniaxial compressive strength can accurately predict the risk of rockburst in a preset area of ​​the roadway, thereby solving the problem that the risk of rockburst cannot be accurately predicted by using only the uniaxial strength of the surrounding rock in the prior art. Attached Figure Description

[0017] The accompanying drawings, which form part of this application, are used to provide a further understanding of this application. The illustrative embodiments and descriptions of this application are used to explain this application and do not constitute an undue limitation of this application. In the drawings:

[0018] Figure 1 A hardware structure block diagram of a mobile terminal for performing a method for determining the hazard of a roadway, according to an embodiment of this application, is shown.

[0019] Figure 2 A flowchart illustrating a method for determining the hazard of a roadway according to an embodiment of this application is shown.

[0020] Figure 3 A schematic diagram illustrating the relationship between the structural features of a surrounding rock, the surface features of its structural surfaces, and geological strength indices, according to an embodiment of this application, is shown.

[0021] Figure 4 A schematic diagram showing the hazard index and hazard level of each preset area according to an embodiment of this application is provided;

[0022] Figure 5 A structural block diagram of a roadway hazard determination device provided according to an embodiment of this application is shown. Detailed Implementation

[0023] It should be noted that, unless otherwise specified, the embodiments and features described in this application can be combined with each other. This application will now be described in detail with reference to the accompanying drawings and embodiments.

[0024] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort should fall within the scope of protection of the present application.

[0025] It should be noted that the terms "first," "second," etc., in the specification, claims, and accompanying drawings of this application 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 for the embodiments of this application described herein. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion; for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0026] For ease of description, the following explains some of the nouns or terms used in the embodiments of this application:

[0027] Rockburst is a coal mine disaster caused by the sudden and massive release of energy accumulated in the surrounding rock of a mine roadway. This energy rapidly damages the rock, generates violent vibrations, and results in casualties and severe roadway damage. The main impact of rockburst on roadways is the force that propels the surrounding rock into the roadway, destroying its structure and support system, rendering it inoperable.

[0028] Uniaxial compressive strength: Uniaxial compressive strength refers to the maximum stress a material can withstand under pressure perpendicular to its surface. It is commonly used to describe materials with obvious layering or anisotropic characteristics, such as soil and rock, and is frequently used in geological and civil engineering. Uniaxial compressive strength can be obtained experimentally or indirectly calculated based on other relevant properties.

[0029] In-situ stress: usually caused by overburden pressure or horizontal compression of rock mass, acting vertically downwards.

[0030] As described in the background section, the existing technology cannot accurately predict the risk of rockburst by using only the uniaxial strength of the surrounding rock. In order to solve the problem that the existing technology cannot accurately predict the risk of rockburst by using only the uniaxial strength of the surrounding rock, the embodiments of this application provide a method for determining roadway hazard, a device for determining roadway hazard, a storage medium, and a processor.

[0031] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention.

[0032] The methods and embodiments provided in this application can be executed on a mobile terminal, a computer terminal, or a similar computing device. Taking running on a mobile terminal as an example, Figure 1 This is a hardware structure block diagram of a mobile terminal for a method of determining the hazard of a roadway according to an embodiment of the present invention. Figure 1As shown, a mobile terminal may include one or more ( Figure 1 Only one is shown in the diagram. A processor 102 (which may include, but is not limited to, a microprocessor MCU or a programmable logic device FPGA, etc.) and a memory 104 for storing data are also shown. The mobile terminal may further include a transmission device 106 for communication functions and an input / output device 108. Those skilled in the art will understand that... Figure 1 The structure shown is for illustrative purposes only and does not limit the structure of the mobile terminal described above. For example, the mobile terminal may also include components that are more... Figure 1 The more or fewer components shown, or having the same Figure 1 The different configurations shown.

[0033] The memory 104 can be used to store computer programs, such as application software programs and modules, like the computer program corresponding to the device information display method in this embodiment of the invention. The processor 102 executes various functional applications and data processing by running the computer program stored in the memory 104, thereby implementing the above-described method. The memory 104 may include high-speed random access memory and may also include non-volatile memory, such as one or more magnetic storage devices, flash memory, or other non-volatile solid-state memory. In some instances, the memory 104 may further include memory remotely located relative to the processor 102, and these remote memories can be connected to the mobile terminal via a network. Examples of the aforementioned networks include, but are not limited to, the Internet, corporate intranets, local area networks, mobile communication networks, and combinations thereof. The transmission device 106 is used to receive or send data via a network. Specific examples of the aforementioned networks may include wireless networks provided by the mobile terminal's communication provider. In one example, the transmission device 106 includes a network interface controller (NIC), which can be connected to other network devices via a base station to communicate with the Internet. In one example, the transmission device 106 may be a radio frequency (RF) module, which is used to communicate with the Internet wirelessly.

[0034] This embodiment provides a method for determining the hazards of a roadway that runs on a mobile terminal, computer terminal, or similar computing device. It should be noted that the steps shown in the flowchart in the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions. Also, although a logical order is shown in the flowchart, in some cases, the steps shown or described may be executed in a different order than that shown here.

[0035] Figure 2 This is a flowchart of a method for determining the hazard of a roadway according to an embodiment of this application. Figure 2As shown, the method includes the following steps:

[0036] Step S201: Obtain the geological strength index of the surrounding rock in the preset area of ​​the tunnel. The geological strength index reflects the surface characteristics of the structural surface of the surrounding rock in the preset area and the structural characteristics of the surrounding rock in the preset area.

[0037] Specifically, the uniaxial compressive strength of the surrounding rock is often used to determine the risk of rockburst. The uniaxial compressive strength of the surrounding rock is obtained by uniaxial compression test. The surrounding rock sample used in the uniaxial compression test is taken from the intact rock mass, ignoring the influence of the surface features of the surrounding rock's structural planes and the structural features of the surrounding rock on the risk of rockburst. Therefore, in order to solve the problem that the existing technology cannot accurately predict the risk of rockburst by using only the uniaxial strength of the surrounding rock, it is first necessary to obtain geological strength indicators that can reflect the surface features of the surrounding rock's structural planes and the structural features of the surrounding rock.

[0038] The above step S201 can be implemented as follows:

[0039] Step S2011: Obtain a first parameter and a second parameter. The first parameter is used to characterize the surface features of the structural surface of the surrounding rock in the preset area, and the second parameter is used to characterize the structural features of the surrounding rock in the preset area.

[0040] The acquisition of the first parameter in step S2011 above can be achieved as follows:

[0041] The third parameter, the fourth parameter, and the fifth parameter are obtained. The third parameter is used to characterize the surface roughness of the structural surface of the surrounding rock in the preset area, the fourth parameter is used to characterize the weathering degree of the surface of the structural surface of the surrounding rock in the preset area, and the fifth parameter is used to characterize the filling condition of the surface of the structural surface of the surrounding rock in the preset area.

[0042] The first parameter is obtained by summing the third, fourth, and fifth parameters mentioned above.

[0043] In this embodiment, in some implementations, as shown in Table 1, the third parameter R r The values ​​of 6, 5, 3, 1, and 0 represent the surface roughness of the surrounding rock's structural surface as very rough, rough, moderately rough, smooth, and specular scratch, respectively. The fourth parameter, R... w The values ​​of 6, 5, 3, 1, and 0 represent the degree of weathering of the surface of the surrounding rock's structural plane, respectively: unweathered, slightly weathered, weakly weathered, strongly weathered, and completely weathered. The fifth parameter, R... fThe values ​​6, 4, 2, 2, and 0 represent the surface filling condition of the surrounding rock's structural plane as none, hard filling thickness <5mm, hard filling thickness >5mm, weak filling thickness <5mm, and weak filling thickness >5mm, respectively. For the third parameter R r The fourth parameter R w and the fifth parameter R f Summing yields the first parameter. The surface characteristics of the surrounding rock's structural surface reflect the surface quality of the surrounding rock's structural surface from three perspectives: surface roughness, surface weathering degree, and surface filling condition.

[0044] Table 1

[0045]

[0046]

[0047] The acquisition of the second parameter in step S2011 above can be achieved as follows:

[0048] Based on SR = -17.5lnJ v +79.8 and The second parameter is determined as follows: SR is the second parameter, L is the length of a survey line in a preset direction in the surrounding rock of the preset area, and N is the number of joints intersecting with the survey line.

[0049] The process of obtaining the second parameter in step S2011 above can also be implemented as follows:

[0050] Based on SR = -17.5lnJ v +79.8 and J v =N a ×k a The second parameter is determined, wherein SR is the second parameter, Na is the joint density of the structural surface of the surrounding rock in the preset area, and the number of joints per unit area of ​​the structural surface of the surrounding rock in the preset area.

[0051] Step S2012: Based on the second mapping relationship, the geological intensity index is determined according to the first parameter and the second parameter. The second mapping relationship is the mapping relationship between the first parameter and the second parameter and the geological intensity index.

[0052] In this embodiment, in some implementations, the surface characteristics of the structural planes of the surrounding rock reflect the surface quality of the structural planes of the surrounding rock, and the structural characteristics of the surrounding rock reflect the integrity of the surrounding rock, such as... Figure 3As shown, the values ​​of the first parameter SCR range from 14.4 < SCR < 18, 10.8 < SCR < 14.4, 7.2 < SCR < 10.8, 3.6 < SCR < 7.2, to 0 < SCR < 3.6, representing the surface quality of the surrounding rock's structural plane as very good, good, average, poor, and very poor, respectively. The values ​​of the second parameter SR range from 80 < SR < 100, 60 < SR < 80, 40 < SR < 60, 20 < SR < 40, to 0 < SR < 20, representing the integrity of the surrounding rock as intact or blocky structure, blocky structure, mosaic structure, fractured / disturbed / cracked structure, and granular structure, respectively. Figure 3 The numbers 90, 80, 70, 60, 50, 40, 30, 20, and 10 in the shaded area represent geological intensity indicators, based on... Figure 3 The address strength index is determined based on the first parameter SCR and the second parameter SR.

[0053] Step S202: The uniaxial compressive strength of the surrounding rock in the preset area is corrected using the above-mentioned geological strength index to obtain the corrected uniaxial compressive strength.

[0054] Specifically, the aforementioned uniaxial compressive strength is obtained through a uniaxial compression test. Based on the Hoek-Brown strength criterion, the aforementioned geological strength index is used to correct the aforementioned uniaxial compressive strength, resulting in the aforementioned corrected uniaxial compressive strength. In some embodiments, σ cm =σ c s a , Where, σ cm For the above-mentioned corrected uniaxial compressive strength, σ c The above refers to the uniaxial compressive strength, GSI refers to the above geological strength index, D is used to characterize the degree of disturbance of the surrounding rock of the preset area by coal mining engineering, s is an empirical parameter reflecting the degree of fragmentation of the surrounding rock of the preset area, and a is an empirical parameter reflecting the characteristics of the surrounding rock of the preset area, with a value generally of 0.5.

[0055] Specifically, in some embodiments, the tunnel includes 18 preset zones, each numbered from 1 to 18, and the uniaxial compressive strength, geological strength index, and modified uniaxial compressive strength of each preset zone are shown in Table 2.

[0056] Table 2

[0057] serial number Uniaxial compressive strength (MPa) Geological strength index Modified uniaxial compressive strength (MPa) 1 40.62 58 2.42 2 35.63 58 2.12 3 84.54 55 4.10 4 30.43 58 1.47 5 22.15 60 1.51 6 21.08 55 1.02 7 26.51 54 1.20 8 43.49 55 2.11 9 101.27 51 3.72 10 62.88 53 2.66 11 100.97 56 5.25 12 43.15 55 2.09 13 123.03 51 8.42 14 78.87 54 3.57 15 88.76 55 4.31 16 41.10 56 2.13 17 74.83 53 3.16 18 48.40 57 2.69

[0058] Step S203: Determine the hazard level based on the modified uniaxial compressive strength. The hazard level is used to characterize the risk of rockburst occurring in the preset area.

[0059] Specifically, since the modified uniaxial compressive strength takes into account both the uniaxial compressive strength and the surface characteristics of the surrounding rock structure, as well as the structural characteristics of the surrounding rock, the modified uniaxial compressive strength can accurately predict the risk of rockburst in a preset area of ​​the roadway, thus solving the problem that the existing technology cannot accurately predict the risk of rockburst by using only the uniaxial strength of the surrounding rock.

[0060] Step S203 can be implemented as follows:

[0061] Step S2031: Obtain the hazard index, which is the ratio of the modified uniaxial compressive strength to the maximum ground stress, and the maximum ground stress is the maximum value of the ground stress of the surrounding rock in the preset area.

[0062] Following step S2031, the method further includes:

[0063] Before obtaining the hazard index, the above methods also include:

[0064] The hollow inclusion stress relief method was used to treat the surrounding rock in the aforementioned preset area to obtain the aforementioned maximum in-situ stress.

[0065] The hollow inclusion stress relief method was used to treat the surrounding rock in the aforementioned preset area to obtain the aforementioned maximum in-situ stress.

[0066] The method of treating the surrounding rock in the aforementioned preset area using the hollow inclusion stress relief method yields the aforementioned maximum in-situ stress, including:

[0067] The first drilling rig is controlled to drill a first borehole in the surrounding rock of the aforementioned preset area. The first drilling rig has a first solid drill bit with a diameter of a first diameter and a length of a first borehole of a first length.

[0068] The second drilling rig is controlled to drill a second hole at the bottom of the first hole. The second drilling rig has a second solid drill bit with a diameter of a second diameter. The length of the second hole is a second length. The second diameter is smaller than the first diameter. The center of the first hole is the same as the center of the second hole.

[0069] The stress gauge is then injected with adhesive and pushed into the second borehole.

[0070] When the colloid is completely cured, the third drilling rig is controlled to drill a core around the second borehole. The core contains the stress gauge. The drill bit of the third drilling rig is a hollow drill bit with a diameter equal to the first diameter. The center of the core is the same as the center of the second borehole, and the length of the core is the second length.

[0071] Remove the rock core and place it into the confining pressure calibration instrument.

[0072] The confining pressure is applied to the rock core using the confining pressure calibrator to obtain a stress-strain curve. Based on the stress-strain curve, the maximum in-situ stress is determined. The stress-strain curve is a curve showing the change in in-situ stress of the surrounding rock in the preset area in response to the strain of the surrounding rock in the preset area. The maximum in-situ stress is the maximum value of the in-situ stress of the surrounding rock in the preset area in the stress-strain curve.

[0073] In this embodiment, in some implementations, the first drilling rig is controlled to drill a 130mm diameter borehole in the surrounding rock of a preset area, and the second drilling rig is controlled to drill a 36mm diameter concentric hole at the bottom of the first borehole. The stress gauge is injected with adhesive and pushed into the concentric hole. When the adhesive is completely cured, the third drilling rig is controlled to drill a rock core with a diameter of 130mm around the second borehole. The rock core is taken out and placed in a confining pressure calibration instrument. The confining pressure is applied to the rock core by the confining pressure calibration instrument to obtain a stress-strain curve, and the maximum value of the ground stress in the preset area of ​​the stress-strain curve is determined to be the maximum ground stress.

[0074] Step S2032: Determine the hazard level based on the aforementioned hazard index.

[0075] In this embodiment, the process of rockburst in the surrounding rock is also the process of rockburst failure. When the surrounding rock reaches its strength limit (corrected uniaxial compressive strength), it undergoes brittle failure and releases a large amount of elastic energy. Therefore, the ratio of the corrected uniaxial compressive strength to the maximum ground stress is used as an indicator to determine the risk of rockburst in the surrounding rock of the preset area.

[0076] In this embodiment, in some implementations, the tunnel includes 18 preset areas, each numbered from 1 to 18, and the hazard index corresponding to each preset area is shown in Table 3.

[0077] Table 3

[0078] serial number Risk level Area code Risk level 1 0.049 10 0.080 2 0.090 11 0.116 3 0.185 12 0.057 4 0.042 13 0.173 5 0.076 14 0.124 6 0.024 15 0.146 7 0.038 16 0.074 8 0.074 17 0.127 9 0.120 18 0.075

[0079] The above step S2032 can be implemented as follows:

[0080] Step S20321: Determine the preset hazard index range in which the above-mentioned hazard index falls. There are multiple preset hazard index ranges.

[0081] Step S20322: Determine the target hazard level based on the preset hazard index range and the first mapping relationship in which the hazard index is located. The first mapping relationship is the mapping relationship between the preset hazard index range and the hazard level. The target hazard level is the hazard level corresponding to the preset hazard index range in which the hazard index is located.

[0082] In this embodiment, in some implementations, the first mapping relationship is as shown in Table 4. The hazard level corresponding to the preset hazard index range > 0.167 is no impact risk (no impact mining pressure will occur), the hazard level corresponding to the preset hazard index range of 0.066-0.167 is weak impact risk (low risk of impact mining pressure), the hazard level corresponding to the preset hazard index range of 0.012-0.066 is moderate impact risk (moderate risk of impact mining pressure), and the hazard level corresponding to the preset hazard index range ≤ 0.012 is strong impact risk (high risk of impact mining pressure).

[0083] Table 4

[0084] Hazard level No impact risk Weak shock risk Medium shock risk Strong shock risk Risk level ＞0.167 0.066～0.167 0.012～0.066 ≤0.012

[0085] To determine hazardous areas, in one alternative approach, the aforementioned tunnel includes multiple pre-defined zones, each pre-defined zone having a number. Following step S203, the method further includes:

[0086] Obtain the hazard level of multiple preset areas, with each hazard level corresponding to one of the preset areas.

[0087] Based on the aforementioned hazard level and the aforementioned number of each of the aforementioned preset areas, a dangerous area is determined. The dangerous area includes a group of the aforementioned preset areas with consecutive numbers, and the hazard level of each of the aforementioned preset areas in the dangerous area is greater than the preset hazard level.

[0088] In this embodiment, in some implementations, the preset hazard level is medium impact risk, and the tunnel includes 18 preset zones, each numbered from 1 to 18. Figure 4 As shown, the danger zones include the preset zones numbered 6 and 7.

[0089] Through the above embodiments, since the modified uniaxial compressive strength takes into account both the uniaxial compressive strength and the surface characteristics of the surrounding rock structure, as well as the structural characteristics of the surrounding rock, the modified uniaxial compressive strength can accurately predict the risk of rockburst in a preset area of ​​the roadway, thereby solving the problem that the risk of rockburst cannot be accurately predicted by using only the uniaxial strength of the surrounding rock in the prior art.

[0090] It should be noted that the steps shown in the flowchart in the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions, and although a logical order is shown in the flowchart, in some cases the steps shown or described may be executed in a different order than that shown here.

[0091] This application also provides a device for determining roadway hazards. It should be noted that this device can be used to execute the roadway hazard determination method provided in this application. This device is used to implement the above embodiments and preferred embodiments; details already described will not be repeated. As used below, the term "module" can refer to a combination of software and / or hardware that performs a predetermined function. Although the device described in the following embodiments is preferably implemented in software, hardware implementation, or a combination of software and hardware, is also possible and contemplated.

[0092] The following describes the tunnel hazard determination device provided in the embodiments of this application.

[0093] Figure 5 This is a schematic diagram of a roadway hazard determination device according to an embodiment of this application. Figure 5 As shown, the device includes: a first acquisition unit 10, a correction unit 20, and a first determination unit 30.

[0094] The first acquisition unit 10 is used to acquire the geological strength index of the surrounding rock in a preset area of ​​the tunnel. The geological strength index reflects the surface features of the structural surface of the surrounding rock in the preset area and the structural features of the surrounding rock in the preset area.

[0095] Specifically, the uniaxial compressive strength of the surrounding rock is often used to determine the risk of rockburst. The uniaxial compressive strength of the surrounding rock is obtained by uniaxial compression test. The surrounding rock sample used in the uniaxial compression test is taken from the intact rock mass, ignoring the influence of the surface features of the surrounding rock's structural planes and the structural features of the surrounding rock on the risk of rockburst. Therefore, in order to solve the problem that the existing technology cannot accurately predict the risk of rockburst by using only the uniaxial strength of the surrounding rock, it is first necessary to obtain geological strength indicators that can reflect the surface features of the surrounding rock's structural planes and the structural features of the surrounding rock.

[0096] The aforementioned first acquisition unit includes a first acquisition module and a first determination module.

[0097] The first acquisition module is used to acquire a first parameter and a second parameter. The first parameter is used to characterize the surface features of the structural surface of the surrounding rock in the preset area, and the second parameter is used to characterize the structural features of the surrounding rock in the preset area.

[0098] The aforementioned acquisition module includes an acquisition submodule and a calculation submodule.

[0099] The aforementioned acquisition submodule is used to acquire the third parameter, the fourth parameter, and the fifth parameter. The third parameter is used to characterize the surface roughness of the structural surface of the surrounding rock in the preset area, the fourth parameter is used to characterize the weathering degree of the surface of the structural surface of the surrounding rock in the preset area, and the fifth parameter is used to characterize the filling condition of the surface of the structural surface of the surrounding rock in the preset area.

[0100] The aforementioned calculation submodule is used to sum the aforementioned third parameter, fourth parameter, and fifth parameter to obtain the aforementioned first parameter.

[0101] In this embodiment, in some implementations, as shown in Table 1, the third parameter R r The values ​​of 6, 5, 3, 1, and 0 represent the surface roughness of the surrounding rock's structural surface as very rough, rough, moderately rough, smooth, and specular scratch, respectively. The fourth parameter, R... w The values ​​of 6, 5, 3, 1, and 0 represent the degree of weathering of the surface of the surrounding rock's structural plane, respectively: unweathered, slightly weathered, weakly weathered, strongly weathered, and completely weathered. The fifth parameter, R... f The values ​​6, 4, 2, 2, and 0 represent the surface filling condition of the surrounding rock's structural plane as none, hard filling thickness <5mm, hard filling thickness >5mm, weak filling thickness <5mm, and weak filling thickness >5mm, respectively. For the third parameter R r The fourth parameter R w and the fifth parameter R f Summing yields the first parameter. The surface characteristics of the surrounding rock's structural surface reflect the surface quality of the surrounding rock's structural surface from three perspectives: surface roughness, surface weathering degree, and surface filling condition.

[0102] Table 1

[0103]

[0104] The aforementioned acquisition module includes a first determining submodule and a second determining submodule.

[0105] The aforementioned first determining submodule is used based on SR = -17.5lnJ v +79.8 and The second parameter is determined as follows: SR is the second parameter, L is the length of a survey line in a preset direction in the surrounding rock of the preset area, and N is the number of joints intersecting with the survey line.

[0106] The second determining submodule mentioned above is used based on SR = -17.5lnJ v +79.8 and J v =N a ×k a The second parameter is determined, wherein SR is the second parameter, Na is the joint density of the structural surface of the surrounding rock in the preset area, and the number of joints per unit area of ​​the structural surface of the surrounding rock in the preset area.

[0107] The first determining module is used to determine the geological intensity index based on the second mapping relationship, according to the first parameter and the second parameter. The second mapping relationship is the mapping relationship between the first parameter and the second parameter and the geological intensity index.

[0108] In this embodiment, in some implementations, the surface characteristics of the structural planes of the surrounding rock reflect the surface quality of the structural planes of the surrounding rock, and the structural characteristics of the surrounding rock reflect the integrity of the surrounding rock, such as... Figure 3 As shown, the values ​​of the first parameter SCR range from 14.4 < SCR < 18, 10.8 < SCR < 14.4, 7.2 < SCR < 10.8, 3.6 < SCR < 7.2, to 0 < SCR < 3.6, representing the surface quality of the surrounding rock's structural plane as very good, good, average, poor, and very poor, respectively. The values ​​of the second parameter SR range from 80 < SR < 100, 60 < SR < 80, 40 < SR < 60, 20 < SR < 40, to 0 < SR < 20, representing the integrity of the surrounding rock as intact or blocky structure, blocky structure, mosaic structure, fractured / disturbed / cracked structure, and granular structure, respectively. Figure 3 The numbers 90, 80, 70, 60, 50, 40, 30, 20, and 10 in the shaded area represent geological intensity indicators, based on... Figure 3 The address strength index is determined based on the first parameter SCR and the second parameter SR.

[0109] The aforementioned correction unit 20 is used to correct the uniaxial compressive strength of the surrounding rock in the aforementioned preset area using the aforementioned geological strength index, thereby obtaining the corrected uniaxial compressive strength.

[0110] Specifically, the aforementioned uniaxial compressive strength is obtained through a uniaxial compression test. Based on the Hoek-Brown strength criterion, the aforementioned geological strength index is used to correct the aforementioned uniaxial compressive strength, resulting in the aforementioned corrected uniaxial compressive strength. In some embodiments, σ cm =σ c s a , Where, σ cm For the above-mentioned corrected uniaxial compressive strength, σ cThe above refers to the uniaxial compressive strength, GSI refers to the above geological strength index, D is used to characterize the degree of disturbance of the surrounding rock of the preset area by coal mining engineering, s is an empirical parameter reflecting the degree of fragmentation of the surrounding rock of the preset area, and a is an empirical parameter reflecting the characteristics of the surrounding rock of the preset area, with a value generally of 0.5.

[0111] Specifically, in some embodiments, the tunnel includes 18 preset zones, each numbered from 1 to 18, and the uniaxial compressive strength, geological strength index, and modified uniaxial compressive strength of each preset zone are shown in Table 2.

[0112] Table 2

[0113] serial number Uniaxial compressive strength (MPa) Geological strength index Modified uniaxial compressive strength (MPa) 1 40.62 58 2.42 2 35.63 58 2.12 3 84.54 55 4.10 4 30.43 58 1.47 5 22.15 60 1.51 6 21.08 55 1.02 7 26.51 54 1.20 8 43.49 55 2.11 9 101.27 51 3.72 10 62.88 53 2.66 11 100.97 56 5.25 12 43.15 55 2.09 13 123.03 51 8.42 14 78.87 54 3.57 15 88.76 55 4.31 16 41.10 56 2.13 17 74.83 53 3.16 18 48.40 57 2.69

[0114] The first determining unit 30 is used to determine the danger level based on the modified uniaxial compressive strength, and the danger level is used to characterize the risk of rockburst occurring in the preset area.

[0115] Specifically, since the modified uniaxial compressive strength takes into account both the uniaxial compressive strength and the surface characteristics of the surrounding rock structure, as well as the structural characteristics of the surrounding rock, the modified uniaxial compressive strength can accurately predict the risk of rockburst in a preset area of ​​the roadway, thus solving the problem that the existing technology cannot accurately predict the risk of rockburst by using only the uniaxial strength of the surrounding rock.

[0116] The aforementioned first determining unit includes a second acquiring module and a second determining module.

[0117] The second acquisition module is used to acquire a hazard index, which is the ratio of the modified uniaxial compressive strength to the maximum ground stress, and the maximum ground stress is the maximum value of the ground stress of the surrounding rock in the preset area.

[0118] The aforementioned device also includes a processing unit.

[0119] The aforementioned processing unit is used to process the surrounding rock in the aforementioned preset area using the hollow inclusion stress relief method to obtain the aforementioned maximum ground stress.

[0120] The aforementioned processing unit includes a first control module, a second control module, a third control module, a fourth control module, a first processing module, and a second processing module.

[0121] The first control module is used to control the first drilling rig to drill a first borehole in the surrounding rock of the preset area. The first drilling rig has a first solid drill bit with a diameter of a first diameter and a length of a first borehole of a first length.

[0122] The second control module is used to control the second drilling machine to drill a second hole at the bottom of the first hole. The second drilling machine has a second solid drill bit with a diameter of a second diameter and a length of a second hole of a second length. The second diameter is smaller than the first diameter, and the center of the first hole is the same as the center of the second hole.

[0123] The aforementioned third control module is used to apply adhesive to the stress gauge and push the stress gauge into the aforementioned second borehole;

[0124] The aforementioned fourth control module is used to control the third drilling rig to drill a core sample from the periphery of the aforementioned second borehole when the colloid is completely cured. The core sample contains the aforementioned stress gauge. The drill bit of the aforementioned third drilling rig is a hollow drill bit with a diameter equal to the aforementioned first diameter. The center of the core sample is the same as the center of the aforementioned second borehole, and the length of the core sample is the aforementioned second length.

[0125] The first processing module described above is used to remove the rock core and place the rock core into the confining pressure calibration instrument.

[0126] The second processing module is used to apply confining pressure to the rock core using the confining pressure calibrator to obtain a stress-strain curve, and to determine the maximum in-situ stress based on the stress-strain curve. The stress-strain curve is a curve showing the change in in-situ stress of the surrounding rock in the preset area in response to the strain of the surrounding rock in the preset area, and the maximum in-situ stress is the maximum value of the in-situ stress of the surrounding rock in the preset area in the stress-strain curve.

[0127] In this embodiment, in some implementations, the first drilling rig is controlled to drill a 130mm diameter borehole in the surrounding rock of a preset area, and the second drilling rig is controlled to drill a 36mm diameter concentric hole at the bottom of the first borehole. The stress gauge is injected with adhesive and pushed into the concentric hole. When the adhesive is completely cured, the third drilling rig is controlled to drill a rock core with a diameter of 130mm around the second borehole. The rock core is taken out and placed in a confining pressure calibration instrument. The confining pressure is applied to the rock core by the confining pressure calibration instrument to obtain a stress-strain curve, and the maximum value of the ground stress in the preset area of ​​the stress-strain curve is determined to be the maximum ground stress.

[0128] The second determining module is used to determine the hazard level based on the hazard index.

[0129] In this embodiment, the process of rockburst in the surrounding rock is also the process of rockburst failure. When the surrounding rock reaches its strength limit (corrected uniaxial compressive strength), it undergoes brittle failure and releases a large amount of elastic energy. Therefore, the ratio of the corrected uniaxial compressive strength to the maximum ground stress is used as an indicator to determine the risk of rockburst in the surrounding rock of the preset area.

[0130] In this embodiment, in some implementations, the tunnel includes 18 preset areas, each numbered from 1 to 18, and the hazard index corresponding to each preset area is shown in Table 3.

[0131] Table 3

[0132]

[0133]

[0134] The aforementioned second determining module includes a third determining submodule and a fourth determining submodule.

[0135] The aforementioned third determining submodule is used to determine the preset danger index range in which the aforementioned danger index falls, and there are multiple preset danger index ranges;

[0136] The fourth determining submodule is used to determine the target hazard level based on the preset hazard index range and the first mapping relationship in which the hazard index is located. The first mapping relationship is the mapping relationship between the preset hazard index range and the hazard level. The target hazard level is the hazard level corresponding to the preset hazard index range in which the hazard index is located.

[0137] In this embodiment, in some implementations, the first mapping relationship is as shown in Table 4. The hazard level corresponding to the preset hazard index range > 0.167 is no impact risk (no impact mining pressure will occur), the hazard level corresponding to the preset hazard index range of 0.066-0.167 is weak impact risk (low risk of impact mining pressure), the hazard level corresponding to the preset hazard index range of 0.012-0.066 is moderate impact risk (moderate risk of impact mining pressure), and the hazard level corresponding to the preset hazard index range ≤ 0.012 is strong impact risk (high risk of impact mining pressure).

[0138] Table 4

[0139] Hazard level No impact risk Weak shock risk Medium shock risk Strong shock risk Risk level ＞0.167 0.066～0.167 0.012～0.066 ≤0.012

[0140] To identify hazardous areas, in one alternative embodiment, the aforementioned tunnel includes multiple pre-defined areas, each pre-defined area having a number. The device further includes a second acquisition unit and a second determination unit.

[0141] The second acquisition unit is used to acquire the danger levels of multiple preset areas, and the danger levels correspond one-to-one with the preset areas.

[0142] The second determining unit is configured to determine a dangerous area based on the danger level of each of the preset areas and the number of each of the preset areas. The dangerous area includes a set of preset areas with consecutive numbers, and the danger level of each of the preset areas in the dangerous area is greater than the preset danger level.

[0143] In this embodiment, in some implementations, the preset hazard level is medium impact risk, and the tunnel includes 18 preset zones, each numbered from 1 to 18. Figure 4 As shown, the danger zones include the preset zones numbered 6 and 7.

[0144] Through the above embodiments, since the modified uniaxial compressive strength takes into account both the uniaxial compressive strength and the surface characteristics of the surrounding rock structure, as well as the structural characteristics of the surrounding rock, the modified uniaxial compressive strength can accurately predict the risk of rockburst in a preset area of ​​the roadway, thereby solving the problem that the risk of rockburst cannot be accurately predicted by using only the uniaxial strength of the surrounding rock in the prior art.

[0145] The aforementioned tunnel hazard determination device includes a processor and a memory. The first acquisition unit, correction unit, and first determination unit are all stored as program units in the memory, and the processor executes these program units stored in the memory to achieve their respective functions. All of the above modules are located in the same processor; alternatively, the modules may be located in different processors in any combination.

[0146] The processor contains a kernel, which retrieves the corresponding program units from memory. One or more kernels can be configured, and adjusting kernel parameters can address the problem in existing technologies where relying solely on uniaxial strength of the surrounding rock is insufficient to accurately predict the risk of rockbursts.

[0147] The memory may include non-permanent memory in computer-readable media, such as random access memory (RAM) and / or non-volatile memory, such as read-only memory (ROM) or flash RAM, and the memory includes at least one memory chip.

[0148] This invention provides a computer-readable storage medium including a stored program, wherein, when the program is executed, it controls the device containing the computer-readable storage medium to perform the method for determining the hazard of the roadway.

[0149] Specifically, methods for determining the hazards of roadways include:

[0150] Step S201: Obtain the geological strength index of the surrounding rock in the preset area of ​​the tunnel. The geological strength index reflects the surface characteristics of the structural surface of the surrounding rock in the preset area and the structural characteristics of the surrounding rock in the preset area.

[0151] Step S202: The uniaxial compressive strength of the surrounding rock in the preset area is corrected using the above-mentioned geological strength index to obtain the corrected uniaxial compressive strength.

[0152] Step S203: Determine the hazard level based on the modified uniaxial compressive strength. The hazard level is used to characterize the risk of rockburst occurring in the preset area.

[0153] Optionally, determining the hazard level based on the modified uniaxial compressive strength includes: obtaining a hazard index, wherein the hazard index is the ratio of the modified uniaxial compressive strength to the maximum ground stress, and the maximum ground stress is the maximum value of the ground stress of the surrounding rock in the preset area; and determining the hazard level based on the hazard index.

[0154] Optionally, determining the hazard level based on the aforementioned hazard index includes: determining a preset hazard index range in which the aforementioned hazard index is located, wherein there are multiple preset hazard index ranges; and determining a target hazard level based on the preset hazard index range in which the aforementioned hazard index is located and a first mapping relationship, wherein the first mapping relationship is a mapping relationship between the preset hazard index range and the aforementioned hazard level, and the target hazard level is the hazard level corresponding to the preset hazard index range in which the aforementioned hazard index is located.

[0155] Optionally, before obtaining the hazard index, the above method further includes: treating the surrounding rock of the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress; wherein, treating the surrounding rock of the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress includes: controlling a drilling rig to drill a borehole with a preset diameter and a preset depth into the depth of the surrounding rock of the preset area; controlling the drilling rig to drill a concentric small hole at the bottom of the borehole; controlling a stress gauge to advance the borehole; measuring the inclination of the borehole, the direction of the borehole, the position of the borehole opening, and the installation angle of the borehole when the colloid is completely cured; during the release of the stress gauge, placing the rock core with the stress gauge attached into a confining pressure calibration instrument; applying confining pressure to the rock core to obtain a stress-strain curve and obtain the maximum in-situ stress value.

[0156] Optionally, obtaining the geological strength index of the surrounding rock in a preset area of ​​the tunnel includes: obtaining a first parameter and obtaining a second parameter, wherein the first parameter is used to characterize the surface features of the structural surface of the surrounding rock in the preset area, and the second parameter is used to characterize the structural features of the surrounding rock in the preset area; and determining the geological strength index based on a second mapping relationship, wherein the second mapping relationship is the mapping relationship between the first parameter and the second parameter and the geological strength index.

[0157] Optionally, obtaining the first parameter includes: obtaining a third parameter, a fourth parameter, and a fifth parameter, wherein the third parameter is used to characterize the surface roughness of the structural surface of the surrounding rock in the preset area, the fourth parameter is used to characterize the degree of weathering of the surface of the structural surface of the surrounding rock in the preset area, and the fifth parameter is used to characterize the filling material condition of the surface of the structural surface of the surrounding rock in the preset area; and the third parameter, the fourth parameter, and the fifth parameter are summed to obtain the first parameter.

[0158] Optionally, the aforementioned tunnel includes multiple preset zones, each preset zone having a number. After determining the hazard level based on the modified uniaxial compressive strength, the method further includes: obtaining the hazard levels of the multiple preset zones, each hazard level corresponding to one of the preset zones; determining hazardous areas based on the hazard level and the number of each preset zone, wherein each hazardous area includes a set of preset zones with consecutive numbers, and the hazard level of each preset zone in the hazardous area is greater than the preset hazard level.

[0159] This invention provides a processor for running a program, wherein the program executes the method for determining the hazard of a roadway.

[0160] Specifically, methods for determining the hazards of roadways include:

[0161] Step S201: Obtain the geological strength index of the surrounding rock in the preset area of ​​the tunnel. The geological strength index reflects the surface characteristics of the structural surface of the surrounding rock in the preset area and the structural characteristics of the surrounding rock in the preset area.

[0162] Step S202: The uniaxial compressive strength of the surrounding rock in the preset area is corrected using the above-mentioned geological strength index to obtain the corrected uniaxial compressive strength.

[0163] Step S203: Determine the hazard level based on the modified uniaxial compressive strength. The hazard level is used to characterize the risk of rockburst occurring in the preset area.

[0164] Optionally, determining the hazard level based on the modified uniaxial compressive strength includes: obtaining a hazard index, wherein the hazard index is the ratio of the modified uniaxial compressive strength to the maximum ground stress, and the maximum ground stress is the maximum value of the ground stress of the surrounding rock in the preset area; and determining the hazard level based on the hazard index.

[0165] Optionally, determining the hazard level based on the aforementioned hazard index includes: determining a preset hazard index range in which the aforementioned hazard index is located, wherein there are multiple preset hazard index ranges; and determining a target hazard level based on the preset hazard index range in which the aforementioned hazard index is located and a first mapping relationship, wherein the first mapping relationship is a mapping relationship between the preset hazard index range and the aforementioned hazard level, and the target hazard level is the hazard level corresponding to the preset hazard index range in which the aforementioned hazard index is located.

[0166] Optionally, before obtaining the hazard index, the above method further includes: treating the surrounding rock of the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress; wherein, treating the surrounding rock of the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress includes: controlling a drilling rig to drill a borehole with a preset diameter and a preset depth into the depth of the surrounding rock of the preset area; controlling the drilling rig to drill a concentric small hole at the bottom of the borehole; controlling a stress gauge to advance the borehole; measuring the inclination of the borehole, the direction of the borehole, the position of the borehole opening, and the installation angle of the borehole when the colloid is completely cured; during the release of the stress gauge, placing the rock core with the stress gauge attached into a confining pressure calibration instrument; applying confining pressure to the rock core to obtain a stress-strain curve and obtain the maximum in-situ stress value.

[0167] Optionally, obtaining the geological strength index of the surrounding rock in a preset area of ​​the tunnel includes: obtaining a first parameter and obtaining a second parameter, wherein the first parameter is used to characterize the surface features of the structural surface of the surrounding rock in the preset area, and the second parameter is used to characterize the structural features of the surrounding rock in the preset area; and determining the geological strength index based on a second mapping relationship, wherein the second mapping relationship is the mapping relationship between the first parameter and the second parameter and the geological strength index.

[0168] Optionally, obtaining the first parameter includes: obtaining a third parameter, a fourth parameter, and a fifth parameter, wherein the third parameter is used to characterize the surface roughness of the structural surface of the surrounding rock in the preset area, the fourth parameter is used to characterize the degree of weathering of the surface of the structural surface of the surrounding rock in the preset area, and the fifth parameter is used to characterize the filling material condition of the surface of the structural surface of the surrounding rock in the preset area; and the third parameter, the fourth parameter, and the fifth parameter are summed to obtain the first parameter.

[0169] Optionally, the aforementioned tunnel includes multiple preset zones, each preset zone having a number. After determining the hazard level based on the modified uniaxial compressive strength, the method further includes: obtaining the hazard levels of the multiple preset zones, each hazard level corresponding to one of the preset zones; determining hazardous areas based on the hazard level and the number of each preset zone, wherein each hazardous area includes a set of preset zones with consecutive numbers, and the hazard level of each preset zone in the hazardous area is greater than the preset hazard level.

[0170] This invention provides a device including a processor, a memory, and a program stored in the memory and executable on the processor. When the processor executes the program, it performs at least the following steps:

[0171] Step S201: Obtain the geological strength index of the surrounding rock in the preset area of ​​the tunnel. The geological strength index reflects the surface characteristics of the structural surface of the surrounding rock in the preset area and the structural characteristics of the surrounding rock in the preset area.

[0172] Step S202: The uniaxial compressive strength of the surrounding rock in the preset area is corrected using the above-mentioned geological strength index to obtain the corrected uniaxial compressive strength.

[0173] Step S203: Determine the hazard level based on the modified uniaxial compressive strength. The hazard level is used to characterize the risk of rockburst occurring in the preset area.

[0174] Optionally, determining the hazard level based on the modified uniaxial compressive strength includes: obtaining a hazard index, wherein the hazard index is the ratio of the modified uniaxial compressive strength to the maximum ground stress, and the maximum ground stress is the maximum value of the ground stress of the surrounding rock in the preset area; and determining the hazard level based on the hazard index.

[0175] Optionally, determining the hazard level based on the aforementioned hazard index includes: determining a preset hazard index range in which the aforementioned hazard index is located, wherein there are multiple preset hazard index ranges; and determining a target hazard level based on the preset hazard index range in which the aforementioned hazard index is located and a first mapping relationship, wherein the first mapping relationship is a mapping relationship between the preset hazard index range and the aforementioned hazard level, and the target hazard level is the hazard level corresponding to the preset hazard index range in which the aforementioned hazard index is located.

[0176] Optionally, before obtaining the hazard index, the above method further includes: treating the surrounding rock of the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress; wherein, treating the surrounding rock of the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress includes: controlling a drilling rig to drill a borehole with a preset diameter and a preset depth into the depth of the surrounding rock of the preset area; controlling the drilling rig to drill a concentric small hole at the bottom of the borehole; controlling a stress gauge to advance the borehole; measuring the inclination of the borehole, the direction of the borehole, the position of the borehole opening, and the installation angle of the borehole when the colloid is completely cured; during the release of the stress gauge, placing the rock core with the stress gauge attached into a confining pressure calibration instrument; applying confining pressure to the rock core to obtain a stress-strain curve and obtain the maximum in-situ stress value.

[0177] Optionally, obtaining the geological strength index of the surrounding rock in a preset area of ​​the tunnel includes: obtaining a first parameter and obtaining a second parameter, wherein the first parameter is used to characterize the surface features of the structural surface of the surrounding rock in the preset area, and the second parameter is used to characterize the structural features of the surrounding rock in the preset area; and determining the geological strength index based on a second mapping relationship, wherein the second mapping relationship is the mapping relationship between the first parameter and the second parameter and the geological strength index.

[0178] Optionally, obtaining the first parameter includes: obtaining a third parameter, a fourth parameter, and a fifth parameter, wherein the third parameter is used to characterize the surface roughness of the structural surface of the surrounding rock in the preset area, the fourth parameter is used to characterize the degree of weathering of the surface of the structural surface of the surrounding rock in the preset area, and the fifth parameter is used to characterize the filling material condition of the surface of the structural surface of the surrounding rock in the preset area; and the third parameter, the fourth parameter, and the fifth parameter are summed to obtain the first parameter.

[0179] Optionally, the aforementioned tunnel includes multiple preset zones, each preset zone having a number. After determining the hazard level based on the modified uniaxial compressive strength, the method further includes: obtaining the hazard levels of the multiple preset zones, each hazard level corresponding to one of the preset zones; determining hazardous areas based on the hazard level and the number of each preset zone, wherein each hazardous area includes a set of preset zones with consecutive numbers, and the hazard level of each preset zone in the hazardous area is greater than the preset hazard level.

[0180] The devices mentioned in this article can be servers, PCs, tablets, mobile phones, etc.

[0181] This application also provides a computer program product, which, when executed on a data processing device, is suitable for executing an initialization program having at least the following method steps:

[0182] Step S201: Obtain the geological strength index of the surrounding rock in the preset area of ​​the tunnel. The geological strength index reflects the surface characteristics of the structural surface of the surrounding rock in the preset area and the structural characteristics of the surrounding rock in the preset area.

[0183] Step S202: The uniaxial compressive strength of the surrounding rock in the preset area is corrected using the above-mentioned geological strength index to obtain the corrected uniaxial compressive strength.

[0184] Step S203: Determine the hazard level based on the modified uniaxial compressive strength. The hazard level is used to characterize the risk of rockburst occurring in the preset area.

[0185] Optionally, determining the hazard level based on the modified uniaxial compressive strength includes: obtaining a hazard index, wherein the hazard index is the ratio of the modified uniaxial compressive strength to the maximum ground stress, and the maximum ground stress is the maximum value of the ground stress of the surrounding rock in the preset area; and determining the hazard level based on the hazard index.

[0186] Optionally, determining the hazard level based on the aforementioned hazard index includes: determining a preset hazard index range in which the aforementioned hazard index is located, wherein there are multiple preset hazard index ranges; and determining a target hazard level based on the preset hazard index range in which the aforementioned hazard index is located and a first mapping relationship, wherein the first mapping relationship is a mapping relationship between the preset hazard index range and the aforementioned hazard level, and the target hazard level is the hazard level corresponding to the preset hazard index range in which the aforementioned hazard index is located.

[0187] Optionally, before obtaining the hazard index, the above method further includes: treating the surrounding rock of the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress; wherein, treating the surrounding rock of the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress includes: controlling a drilling rig to drill a borehole with a preset diameter and a preset depth into the depth of the surrounding rock of the preset area; controlling the drilling rig to drill a concentric small hole at the bottom of the borehole; controlling a stress gauge to advance the borehole; measuring the inclination of the borehole, the direction of the borehole, the position of the borehole opening, and the installation angle of the borehole when the colloid is completely cured; during the release of the stress gauge, placing the rock core with the stress gauge attached into a confining pressure calibration instrument; applying confining pressure to the rock core to obtain a stress-strain curve and obtain the maximum in-situ stress value.

[0188] Optionally, obtaining the geological strength index of the surrounding rock in a preset area of ​​the tunnel includes: obtaining a first parameter and obtaining a second parameter, wherein the first parameter is used to characterize the surface features of the structural surface of the surrounding rock in the preset area, and the second parameter is used to characterize the structural features of the surrounding rock in the preset area; and determining the geological strength index based on a second mapping relationship, wherein the second mapping relationship is the mapping relationship between the first parameter and the second parameter and the geological strength index.

[0189] Optionally, obtaining the first parameter includes: obtaining a third parameter, a fourth parameter, and a fifth parameter, wherein the third parameter is used to characterize the surface roughness of the structural surface of the surrounding rock in the preset area, the fourth parameter is used to characterize the degree of weathering of the surface of the structural surface of the surrounding rock in the preset area, and the fifth parameter is used to characterize the filling material condition of the surface of the structural surface of the surrounding rock in the preset area; and the third parameter, the fourth parameter, and the fifth parameter are summed to obtain the first parameter.

[0190] Optionally, the aforementioned tunnel includes multiple preset zones, each preset zone having a number. After determining the hazard level based on the modified uniaxial compressive strength, the method further includes: obtaining the hazard levels of the multiple preset zones, each hazard level corresponding to one of the preset zones; determining hazardous areas based on the hazard level and the number of each preset zone, wherein each hazardous area includes a set of preset zones with consecutive numbers, and the hazard level of each preset zone in the hazardous area is greater than the preset hazard level.

[0191] It is obvious to those skilled in the art that the modules or steps of the present invention described above can be implemented using general-purpose computing devices. They can be centralized on a single computing device or distributed across a network of multiple computing devices. They can be implemented using computer-executable program code, and thus can be stored in a storage device for execution by a computing device. In some cases, the steps shown or described can be performed in a different order than those described herein, or they can be fabricated as separate integrated circuit modules, or multiple modules or steps can be fabricated as a single integrated circuit module. Thus, the present invention is not limited to any particular combination of hardware and software.

[0192] Those skilled in the art will understand that embodiments of this application can be provided as methods, systems, or computer program products. Therefore, this application can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, this application 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.

[0193] This application is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of this application. 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, generate instructions for implementing the flowchart... Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0194] 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.

[0195] 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.

[0196] In a typical configuration, a computing device includes one or more processors (CPU), input / output interfaces, network interfaces, and memory.

[0197] Memory may include non-persistent memory 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.

[0198] Computer-readable media includes 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, magnetic magnetic 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.

[0199] It should also be noted that 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 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 that element.

[0200] As can be seen from the above description, the embodiments of this application achieve the following technical effects:

[0201] 1) The method for determining the roadway hazard of this application takes into account both the uniaxial compressive strength and the surface characteristics of the surrounding rock structure, as well as the structural characteristics of the surrounding rock, into account the uniaxial compressive strength. Therefore, the method can accurately predict the risk of rockburst in a preset area of ​​the roadway by using the modified uniaxial compressive strength, thereby solving the problem that the risk of rockburst cannot be accurately predicted by using only the uniaxial strength of the surrounding rock in the prior art.

[0202] 2) The roadway hazard determination device of this application takes into account both the uniaxial compressive strength and the surface characteristics of the surrounding rock structure, as well as the structural characteristics of the surrounding rock, by using the modified uniaxial compressive strength. It can accurately predict the risk of rockburst in a preset area of ​​the roadway, thus solving the problem that the risk of rockburst cannot be accurately predicted by using only the uniaxial strength of the surrounding rock in the prior art.

[0203] The above description is merely a preferred embodiment of this application and is not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A method for determining the hazard of a roadway, characterized in that, The method includes: Obtain the geological strength index of the surrounding rock in a predetermined area of ​​the tunnel, wherein the geological strength index reflects the surface characteristics of the structural surface of the surrounding rock in the predetermined area and the structural characteristics of the surrounding rock in the predetermined area; The uniaxial compressive strength of the surrounding rock in the preset area is corrected using the geological strength index to obtain the corrected uniaxial compressive strength; Based on the modified uniaxial compressive strength, a hazard level is determined, which characterizes the risk of rockburst occurring in the preset area. Obtaining the geological strength index of the surrounding rock in a predetermined area of ​​a tunnel includes: obtaining a first parameter and a second parameter, wherein the first parameter is used to characterize the surface features of the structural plane of the surrounding rock in the predetermined area, and the second parameter is used to characterize the structural features of the surrounding rock in the predetermined area; and determining the geological strength index based on a second mapping relationship, according to the first parameter and the second parameter, wherein the second mapping relationship is the mapping relationship between the first parameter, the second parameter, and the geological strength index. Obtaining the first parameter includes: obtaining a third parameter, a fourth parameter, and a fifth parameter, wherein the third parameter is used to characterize the surface roughness of the structural surface of the surrounding rock in the preset area, the fourth parameter is used to characterize the degree of weathering of the surface of the structural surface of the surrounding rock in the preset area, and the fifth parameter is used to characterize the filling material condition of the surface of the structural surface of the surrounding rock in the preset area; the first parameter is obtained by summing the third parameter, the fourth parameter, and the fifth parameter.

2. The method according to claim 1, characterized in that, Based on the modified uniaxial compressive strength, the hazard level is determined, including: Obtain a hazard index, which is the ratio of the modified uniaxial compressive strength to the maximum ground stress, where the maximum ground stress is the maximum value of the ground stress of the surrounding rock in the preset area; The hazard level is determined based on the hazard index.

3. The method according to claim 2, characterized in that, Determining the hazard level based on the hazard index includes: Determine the preset danger index range in which the danger index falls; there are multiple preset danger index ranges. The target hazard level is determined based on the preset hazard index range in which the hazard index is located and the first mapping relationship, wherein the first mapping relationship is the mapping relationship between the preset hazard index range and the hazard level, and the target hazard level is the hazard level corresponding to the preset hazard index range in which the hazard index is located.

4. The method according to claim 2, characterized in that, Before obtaining the hazard index, the method further includes: The maximum in-situ stress is obtained by treating the surrounding rock in the preset area using the hollow inclusion stress relief method. The method of treating the surrounding rock in the preset area using the hollow inclusion stress relief method to obtain the maximum in-situ stress includes: The first drilling rig is controlled to drill a first borehole in the surrounding rock of the preset area. The first drilling rig has a first solid drill bit with a diameter of a first diameter and a length of a first borehole. The second drilling rig is controlled to drill a second hole at the bottom of the first hole. The second drilling rig has a second solid drill bit with a diameter of a second diameter. The length of the second hole is a second length. The second diameter is smaller than the first diameter. The center of the first hole is the same as the center of the second hole. The stress gauge is injected with adhesive and then pushed into the second borehole; When the colloid is completely cured, a third drilling rig is controlled to drill a core sample from the periphery of the second borehole. The core sample contains the stress gauge. The drill bit of the third drilling rig is a hollow drill bit with a diameter equal to the first diameter. The center of the core sample is the same as the center of the second borehole, and the length of the core sample is the second length. Remove the rock core and place it into the confining pressure calibration instrument. The confining pressure is applied to the rock core using the confining pressure calibrator to obtain a stress-strain curve. Based on the stress-strain curve, the maximum in-situ stress is determined. The stress-strain curve is a curve showing the change in in-situ stress of the surrounding rock in the preset area in response to the strain of the surrounding rock in the preset area. The maximum in-situ stress is the maximum value of the in-situ stress of the surrounding rock in the preset area in the stress-strain curve.

5. The method according to claim 1, characterized in that, The tunnel includes multiple preset zones, each preset zone having a number. After determining the hazard level based on the modified uniaxial compressive strength, the method further includes: Obtain the hazard level of multiple preset areas, with each hazard level corresponding to one of the preset areas; Based on the hazard level and the number of each preset area, a dangerous area is determined. The dangerous area includes a group of preset areas with consecutive numbers, and the hazard level of each preset area in the dangerous area is greater than the preset hazard level.

6. A device for determining the hazard level of a roadway, characterized in that, The device includes: The first acquisition unit is used to acquire the geological strength index of the surrounding rock in a preset area of ​​the tunnel. The geological strength index reflects the surface characteristics of the structural surface of the surrounding rock in the preset area and the structural characteristics of the surrounding rock in the preset area. The correction unit is used to correct the uniaxial compressive strength of the surrounding rock in the preset area using the geological strength index, so as to obtain the corrected uniaxial compressive strength. The first determining unit is used to determine the hazard level based on the modified uniaxial compressive strength, wherein the hazard level characterizes the risk of rockburst occurring in the preset area. The first acquisition unit includes a first acquisition module and a first determination module. The first acquisition module is used to acquire a first parameter and a second parameter. The first parameter is used to characterize the surface features of the structural plane of the surrounding rock in the preset area, and the second parameter is used to characterize the structural features of the surrounding rock in the preset area. The first determination module is used to determine the geological strength index based on a second mapping relationship, according to the first parameter and the second parameter. The second mapping relationship is the mapping relationship between the first parameter, the second parameter, and the geological strength index. The acquisition module includes an acquisition submodule and a calculation submodule. The acquisition submodule is used to acquire a third parameter, a fourth parameter, and a fifth parameter. The third parameter is used to characterize the surface roughness of the structural surface of the surrounding rock in the preset area, the fourth parameter is used to characterize the weathering degree of the surface of the structural surface of the surrounding rock in the preset area, and the fifth parameter is used to characterize the filling material condition of the surface of the structural surface of the surrounding rock in the preset area. The calculation submodule is used to sum the third parameter, the fourth parameter, and the fifth parameter to obtain the first parameter.

7. A computer-readable storage medium, characterized in that, The computer-readable storage medium includes a stored program, wherein, when the program is executed, it controls the device containing the computer-readable storage medium to perform the method for determining the roadway hazard as described in any one of claims 1 to 5.

8. A processor, characterized in that, The processor is used to run a program, wherein the program executes the method for determining the roadway hazard according to any one of claims 1 to 5.

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