A rock slope landslide risk area identification method and system and medium

Abstract

The application discloses a landslide risk area identification method and system for a rock slope, and a medium, and relates to the field of slope engineering.The method comprises the following steps: establishing a three-dimensional geological model of a target rock slope; obtaining slope parameters of the target rock slope; determining a potential landslide risk area of the target rock slope according to an adverse combination of the slope parameters, and marking the potential landslide risk area on the three-dimensional geological model; grading rock mass quality in the potential landslide risk area, and narrowing the potential landslide risk area to obtain a first landslide risk area according to a grading result of the rock mass quality; cooperatively monitoring the first landslide risk area by using a microseismic monitoring system, an anchor cable stress meter and an inclinometer, narrowing the first landslide risk area to obtain a second landslide risk area according to a monitoring result; and performing slope landslide mode mechanical analysis on the second landslide risk area by using a numerical simulation method, and determining the position of a final landslide risk area according to an analysis result.The application improves the accuracy of landslide risk area identification for a rock slope.

Description

Technical Field

[0001] This application relates to the field of slope engineering technology, and in particular to a method, system and medium for identifying landslide risk zones on rock slopes. Background Technology

[0002] In open-pit mining, road slope excavation, and operation, slope stability is a prerequisite for ensuring the safety of mining and road operation. Large, deep, dip-side open-pit mines and road slopes, due to the combined effects of multiple factors such as the orientation of weak structural planes, the relative position of structural planes to the slope surface, blasting vibrations, groundwater, and rock weathering, are prone to localized landslides, posing serious safety hazards to mining production and road operation. Therefore, accurately identifying landslide risk zones on rock slopes has significant engineering application value.

[0003] Traditional methods for identifying landslide risk zones mainly include geological surveys, surface deformation monitoring, engineering analogy, and deep horizontal displacement observation. These single, traditional "ground-based" monitoring methods are heavily constrained by on-site conditions and struggle to accurately determine landslide risk zones. With the rapid development of modern technology, new landslide disaster identification methods are constantly emerging, such as microseismic monitoring, anchor cable stress gauge monitoring, ground-penetrating radar, UAV oblique photogrammetry, and Synthetic Aperture Radar Interferometry (InSAR) monitoring. This is gradually shifting geological disaster monitoring from traditional ground-based point monitoring to a combined ground-air-space approach, and even volumetric monitoring. However, the aforementioned monitoring methods only utilize single ground-based monitoring methods and are limited by on-site conditions, making it difficult to meet the demands for high-precision landslide risk zone identification. Summary of the Invention

[0004] The purpose of this application is to provide a method, system, and medium for identifying landslide risk zones on rock slopes. The method adopts a step-by-step approach from surface to point to determine the landslide risk zones on rock slopes, thereby improving the accuracy of identification.

[0005] To achieve the above objectives, this application provides the following solution.

[0006] Firstly, this application provides a method for identifying landslide risk zones on rock slopes. The method includes: establishing a three-dimensional geological model of the target rock slope; obtaining slope parameters of the target rock slope; the slope parameters include: stage slope angle, rock point load strength value, and rock quality index (Rock Quality) from borehole cores. The following parameters are used to determine the potential landslide risk zone of the target rock slope: Designation (RQD) value, historical landslide area, rock weathering degree, structural plane development status, relative position of structural plane and slope surface, groundwater occurrence status, borehole wave velocity test results, and ground-penetrating radar results. Based on the unfavorable combination of these slope parameters, the potential landslide risk zone is determined and marked on the three-dimensional geological model. Within the potential landslide risk zone, the rock mass quality is graded, and the potential landslide risk zone is narrowed down to obtain a first landslide risk zone, which is also marked on the three-dimensional geological model. The first landslide risk zone is monitored collaboratively using a microseismic monitoring system, anchor cable stress gauge, and inclinometer. Based on the monitoring results, the first landslide risk zone is narrowed down to obtain a second landslide risk zone, which is also marked on the three-dimensional geological model. Numerical simulation is used to perform slope landslide mode mechanical analysis on the second landslide risk zone, and the location of the final landslide risk zone is determined based on the analysis results.

[0007] In a second aspect, this application also provides a computer system, including: a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the landslide risk zone identification method for rock slopes described in the first aspect.

[0008] Thirdly, this application also provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the landslide risk zone identification method for rock slopes described in the first aspect.

[0009] Based on the specific embodiments provided in this application, the following technical effects are disclosed.

[0010] This application provides a method for efficiently and accurately identifying landslide risk zones on rock slopes, using a combination of quantitative and qualitative approaches to ultimately determine the location of the landslide risk zone. This application establishes a three-dimensional geological model of the target rock slope, providing a preliminary understanding of the rock strata distribution and appearance. Then, based on unfavorable combinations of slope parameters, the approximate location of the potential landslide risk zone is initially determined. Subsequently, through rock mass quality grading and multi-system collaborative monitoring, the location of the potential landslide risk zone is continuously narrowed down. Finally, numerical simulation analysis is used to conduct slope landslide model mechanical analysis on the further narrowed area, thereby determining the final location of the landslide risk zone. Attached Figure Description

[0011] To more clearly illustrate the technical solutions in the embodiments of this application or related technologies, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0012] Figure 1 A flowchart illustrating the landslide risk zone identification method for rock slopes provided in this application embodiment.

[0013] Figure 2 This is a diagram illustrating the layout of the microseismic monitoring system, stress gauge, and inclinometer provided in the embodiments of this application.

[0014] Figure 3 This is a schematic diagram of the slope stability analysis model provided in the embodiments of this application.

[0015] Figure 4 This is an internal structure diagram of a computer system provided in an embodiment of this application.

[0016] Symbol explanation: Microseismic monitoring system-1, Microseismic sensor-11, Acquisition unit collection box-2, Anchor cable stress gauge-3, Anchor cable stress gauge sensor-31, Inclinometer-4, Inclinometer sensor-41, Slope step-5, Step platform-6. Detailed Implementation

[0017] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0018] The purpose of this application is to provide a method, system, and medium for identifying landslide risk zones on rock slopes. The method adopts a step-by-step approach from surface to point to determine the landslide risk zones on rock slopes, thereby improving the accuracy of identification.

[0019] To make the above-mentioned objectives, features and advantages of this application more apparent and understandable, the application will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0020] Example 1

[0021] like Figure 1 As shown in the figure, this embodiment provides a method for identifying landslide risk zones on rock slopes. The specific method for identifying landslide risk zones on rock slopes is as follows.

[0022] Step S1: Establish a three-dimensional geological model of the target rock slope.

[0023] In this embodiment, step S1 is as follows.

[0024] Step S11: Collect geological borehole data of the target rock slope.

[0025] Among them, geological borehole data includes historical exploration borehole data and subsequent supplementary borehole data. These borehole data can intuitively reflect the spatial distribution information of the rock and soil mass, such as the thickness and interface of the slope.

[0026] Step S12: Use a borehole television imaging instrument to obtain information on the rock mass structure and joint and fracture distribution within the borehole of the target rock slope.

[0027] Among them, the borehole television imaging instrument records and presents the information inside the borehole in the form of images and videos to obtain the structural condition of the rock mass and the distribution pattern of joints and fractures inside the borehole. When the average joint spacing is less than 10cm, the rock mass is relatively broken, which is not conducive to the stability of the slope.

[0028] Step S13: Use UAV oblique photogrammetry technology to obtain the real three-dimensional scene of the target rock slope.

[0029] Among them, the UAV oblique photogrammetry technology uses a Matrice 300RTK aircraft equipped with a PSDK 102S oblique camera, and is paired with DJI Terra, a PC application software that provides autonomous flight path planning, aerial photography, 2D orthophotos and 3D model reconstruction, to achieve UAV oblique photogrammetry modeling of slopes and obtain a realistic 3D scene.

[0030] Step S14: Input the geological borehole data, rock mass structure and joint and fracture distribution information, and real three-dimensional scene into the corresponding data according to the fixed Excel spreadsheet format provided by 3DMine software to construct a three-dimensional geological model of the target rock slope.

[0031] Step S2: Obtain the slope parameters of the target rock slope.

[0032] In this embodiment, step S2 is as follows.

[0033] Step S21: Determine the rock layer distribution and appearance of the target rock slope based on the three-dimensional geological model.

[0034] Step S22: Divide the target rock slope into regions based on the distribution and appearance of rock strata.

[0035] Step S23: Collect slope parameters for the target rock slope after the area is divided.

[0036] The aforementioned slope parameters include: stage slope angle, rock point load strength value, RQD value of borehole core, historical landslide area, rock weathering degree, structural surface development status, relative positional relationship between structural surface and slope surface, groundwater occurrence status, borehole wave velocity test results, and ground penetrating radar results.

[0037] Furthermore, the stage slope angle is the angle between the line connecting the top line of a certain step to its bottom line on a profile perpendicular to the slope direction and the horizontal plane. When the stage slope angle is greater than 65°, it is detrimental to slope stability. The rock point load strength value is obtained by placing a rock sample between two spherical conical pressure plates, applying a concentrated load to the rock sample until it fails, and then calculating the point load strength value of the rock sample based on the failure load. When the rock point load strength is less than 25 MPa, it is detrimental to slope stability. The RQD value of the borehole core is the length of the core sample longer than 10 cm. The percentage of core section length in the total drilling length; when the RQD value of the drilled core is less than 30%, it is detrimental to slope stability; historical landslide areas are areas where landslides have occurred before, and adjacent areas are prone to landslides, which is detrimental to slope stability; rock weathering degree is the degree of damage to the rock mass caused by weathering, including slight weathering, moderate weathering, and strong weathering. When the rock weathering degree is strong weathering, it is detrimental to slope stability; structural plane development status is classified according to the number, density, length, and other characteristics of structural planes. When the volume density of structural planes is greater than 12 planes / m... 3When the slope is in a stable state, it is detrimental to the slope stability. The relative positional relationship between the structural plane and the slope surface is the relative positional relationship between the orientation of the structural plane and the stage slope angle. When the stage slope angle is consistent with the dip angle of the rock mass bedding, it is detrimental to the slope stability. The groundwater occurrence state refers to the water content of the slope rock mass, which can be divided into dry state, natural state, and saturated state. When the rock mass is in a saturated state, it is detrimental to the slope stability. Borehole wave velocity testing can determine the overall joint and fracture development and the range of fractured areas in the borehole. When the borehole wave velocity is less than 600 m / s, the area is a fractured zone, and the presence of fractured zones is detrimental to the slope stability. Ground penetrating radar is used to detect whether there are adverse geological bodies inside the slope. When the measured profile shows discontinuous phase axes, it can be inferred that there is a fractured zone in that part, which is detrimental to the slope stability.

[0038] Step S3: Determine the potential landslide risk zone of the target rock slope based on the unfavorable combination of slope parameters, and mark the potential landslide risk zone on the three-dimensional geological model.

[0039] In this embodiment, step S3 is as follows.

[0040] Step S31: Determine various unfavorable factors for slope stability based on slope parameters.

[0041] Several factors are detrimental to slope stability, including: a stage slope angle greater than 65°, a rock point load strength value less than 25 MPa, a borehole core RQD value less than 30%, proximity to historical landslide areas, strong weathering of the rock, and a structural surface density greater than 12 stratiforms / m³. 3 The following indicators were observed: the slope angle of the stage was consistent with the dip angle of the rock bedding; the groundwater was in a saturated state; the wave velocity in the borehole was less than 600 m / s; and the profile measured by the detection radar showed discontinuities in the same phase axis.

[0042] Step S32: Designate areas in the target rock slope where there are two or more adverse factors affecting slope stability as risk screening areas, and mark the risk screening areas on the three-dimensional geological model.

[0043] Among them, the unfavorable combination of slope parameters refers to the situation where the above two unfavorable factors for slope stability occur. For areas in the target rock slope where the above unfavorable combination exists, the area can be used as a risk screening area, and then all risk screening areas can be accurately marked on the three-dimensional geological model.

[0044] Step S33: Statistically analyze the overlapping areas of the risk screening zones on the three-dimensional geological model.

[0045] There may be overlaps between different risk screening areas (i.e., overlapping areas), or there may be no overlaps. For those overlapping areas, it is necessary to count and clearly mark them.

[0046] Step S34: Identify the overlapping areas where there are two or more risk screening areas as potential landslide risk areas.

[0047] The overlapping portion may be formed by two risk screening areas or by three or more risk screening areas. The overlapping portion formed by two or more risk screening areas is designated as a potential landslide risk area and clearly marked on the three-dimensional geological model.

[0048] Step S4: Classify the rock mass quality within the potential landslide risk zone, narrow down the potential landslide risk zone based on the rock mass quality classification results to obtain the first landslide risk zone, and mark the first landslide risk zone on the three-dimensional geological model.

[0049] In this embodiment, step S4 is as follows.

[0050] Step S41: Divide the potential landslide risk zone into areas.

[0051] Step S42: Use the Rock Mass Rating (RMR) classification method to determine the classification index of each area in the potential landslide risk zone, and calculate the total RMR value of each area based on the classification index.

[0052] The RMR classification method involves classification indicators including: uniaxial compressive strength of rock, RQD value of borehole core, joint spacing, joint conditions, and groundwater conditions. The total RMR value for each region within the potential landslide risk zone is obtained by summing all classification indicator values.

[0053] Step S43: Correct the total RMR value according to the joint direction, and use the corrected total RMR value to classify the rock mass quality of each area in the potential landslide risk zone.

[0054] The total RMR values ​​for each region were appropriately adjusted according to the provisions of Table 1.

[0055] Table 1. Corrected RMR values ​​by joint direction

[0056]

[0057] Step S44: The area within the potential landslide risk zone with a corrected total score RMR value of less than 40 is identified as the first landslide risk zone.

[0058] Step S5: Use the microseismic monitoring system 1, anchor cable stress gauge 3 and inclinometer 4 to conduct collaborative monitoring of the first landslide risk area. Based on the monitoring results, narrow down the first landslide risk area to obtain the second landslide risk area, and mark the second landslide risk area on the three-dimensional geological model.

[0059] In this embodiment, step S5 is as follows.

[0060] Step S51: Divide the first landslide risk zone into areas.

[0061] Step S52: Use the microseismic monitoring system 1 to monitor the microseismic signals in different areas within the first landslide risk zone.

[0062] like Figure 2 As shown, the microseismic monitoring system 1 contains no fewer than 10 microseismic sensors 11, arranged in groups of 5, at adjacent slope steps 5 2m from the bottom line and at the bottom line, in a quincunx pattern. The horizontal spacing between the microseismic sensors 11 is 5m, the burial depth of the microseismic sensors 11 is 8m, and the microseismic sensors 11 are in close contact with the borehole wall. The microseismic monitoring system 1 needs to operate continuously, and its main unit is placed in the acquisition unit collection box 2.

[0063] Step S53: Use anchor cable stress gauge 3 to monitor the stress in different areas within the first landslide risk zone.

[0064] like Figure 2 As shown, the anchor stress gauge 3 contains 10 anchor stress gauge sensors 31, arranged in groups of 5. The monitoring interval of a single anchor stress gauge sensor 31 is no longer than 6 seconds. The anchor stress gauges 3 are arranged on adjacent upper and lower step platforms 6. The distance between the borehole of the anchor stress gauge 3 and the bottom line of the slope is one-third of the width of the step platform 6. The burial depth of the anchor stress gauge 3 is 20m. The spacing between the anchor stress gauge sensors 31 is 4m. The distance between the uppermost anchor stress gauge sensor 31 and the borehole opening is 4m. The anchor stress gauge sensors 31 are in close contact with the borehole wall. The anchor stress gauge 3 needs to work continuously.

[0065] Step S54: Use inclinometer 4 to monitor the displacement in different areas within the first landslide risk zone.

[0066] like Figure 2 As shown, the inclinometer 4 contains 10 inclinometer sensors 41, arranged in groups of 5, at one-third of the step width from the top of the adjacent slope step 5. The inclinometer 4 is buried at a depth of 30m, and the spacing between the inclinometer sensors 41 is 6m. The distance between the uppermost inclinometer sensor 41 and the borehole opening is 6m. The inclinometer sensor 41 is in close contact with the borehole wall, and the inclinometer 4 needs to operate continuously.

[0067] Step S55: The area within the first landslide risk zone where the number of microseismic signals increases rapidly, forms a through-plane within the rock mass, causes huge fluctuations in stress, and the rate of increase in displacement is determined as the second landslide risk zone.

[0068] Among them, when the microseismic monitoring system 1 detects a rapid increase in the number of microseismic signals and the microseismic signals form a through surface inside the rock mass, it can be used as one of the precursory information for slope landslides; when the stress measured by the anchor cable stress gauge 3 fluctuates significantly, it can be used as one of the precursory information for slope landslides; when the rate of increase in the displacement measured by the inclinometer 4 increases significantly, it can be used as one of the precursory information for slope landslides; when the three conditions of a rapid increase in the number of microseismic signals detected by the microseismic monitoring system 1, the formation of a through surface inside the rock mass by the microseismic signals, the significant fluctuation in the stress detected by the anchor cable stress gauge 3, and the rate of increase in the displacement measured by the inclinometer 4 occur simultaneously, the area can be further identified as a second landslide risk zone.

[0069] Step S6: Use numerical simulation to perform slope landslide mode mechanical analysis on the second landslide risk zone, and determine the location of the final landslide risk zone based on the analysis results.

[0070] In this embodiment, step S6 is as follows.

[0071] Step S61: Based on the three-dimensional geological model of the second landslide risk zone, establish a slope stability analysis model.

[0072] The constructed slope stability analysis model can be found in [reference]. Figure 3 , Figure 3 The curve in the figure represents the potential sliding surface.

[0073] Step S62: Based on the slope stability analysis model, the location of the sliding surface and the safety factor are determined using the limit equilibrium method, thus obtaining the location of the final landslide risk zone.

[0074] Among them, the slope landslide model mechanical analysis uses the limit equilibrium method to determine the location of the sliding surface and the safety factor. The basic idea of ​​the limit equilibrium method is: based on the Mohr-Coulomb shear strength theory, the landslide body is divided into several vertical blocks, the equilibrium equation of the forces acting on the vertical blocks is established, and the safety factor is solved.

[0075] Example 2

[0076] This embodiment takes a dipping rock slope in a mine as an example to further illustrate the method for identifying landslide risk zones on the aforementioned rock slope, as detailed below.

[0077] The first step involves acquiring geological borehole data reflecting the spatial distribution of soil and rock thickness and interfaces in the area where the dip-side rock slope is located. A borehole television imager is then used to record and present the borehole information to obtain the structural condition of the rock mass and the distribution patterns of joints and fractures within the borehole. Finally, a Matrice 300 RTK drone equipped with a PSDK 102S oblique camera, along with DJI Terra PC application software that provides autonomous flight path planning, aerial photography, 2D orthophotos, and 3D model reconstruction, is used to achieve oblique photogrammetry modeling of the dip-side rock slope and obtain a realistic 3D scene.

[0078] The second step involves determining the approximate location of potential landslide risk areas based on unfavorable combinations of parameters such as stage slope angle, rock point load strength value, RQD value of borehole core, historical landslide area, rock weathering degree, structural surface development, relative position of dip-side structural surface to slope surface, groundwater occurrence, borehole wave velocity test results, and ground-penetrating radar results.

[0079] The third step involves classifying the rock mass quality within the approximate location of the initially identified potential landslide risk zone. Based on the rock mass quality classification results, the location of the potential landslide risk zone is further clarified. First, the total RMR value is obtained by summing the index values ​​of the rock uniaxial compressive strength, RQD value of the borehole core, joint spacing, joint conditions, and groundwater conditions. Then, the total RMR value is appropriately corrected according to the provisions of Table 1 above. Finally, the rock mass quality is evaluated using the corrected total RMR value.

[0080] The fourth step involves using monitoring data obtained from a microseismic monitoring system and a combined monitoring scheme of anchor cable stress gauges and inclinometers to further narrow down the location of potential landslide risk areas, based on the further clarification of potential landslide risk areas.

[0081] The fifth step involves using numerical simulation to analyze and calculate the further identified potential landslide risk areas, and then determining the specific location of the final landslide risk areas based on the calculation results.

[0082] First, within the area further identified as a potential landslide risk zone, a slope stability analysis model was established based on a three-dimensional geological model. The slope landslide model mechanical analysis employed the limit equilibrium method to determine the location of the sliding surface and the safety factor. The basic idea of ​​the limit equilibrium method is: based on the Mohr-Coulomb shear strength theory, the landslide body is divided into several vertical blocks, and the equilibrium equations of the forces acting on these vertical blocks are established to solve for the safety factor. The numerical simulation used GEO-SLOPE, an important module in the Geo-Studio software series. GEO-SLOPE can be used for model building and limit equilibrium stability analysis in rock engineering. The software can analyze and calculate simple or complex slope stability problems using eight methods. Users can utilize SLOPE / W software to perform stability analysis on geotechnical engineering problems considering simple or complex changes in slip surface shape, pore water pressure, soil properties, different loading methods, groundwater levels, blasting, earthquakes, and other conditions.

[0083] Example 3

[0084] This embodiment provides a computer system, which can be a server or a terminal, and its internal structure diagram can be as follows. Figure 4 As shown, the computer system includes a processor, memory, input / output (I / O) interfaces, and a communication interface. The processor, memory, and I / O interfaces are connected via a system bus, and the communication interface is also connected to the system bus via the I / O interfaces. The processor provides computational and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system, computer programs, and a database. The internal memory provides the environment for the operating system and computer programs stored in the non-volatile storage media. The I / O interfaces are used for exchanging information between the processor and external devices. The communication interface is used for communication with external terminals via a network connection. When the computer program is executed by the processor, it implements the aforementioned method for identifying landslide risk zones on rock slopes.

[0085] Those skilled in the art will understand that Figure 4 The structure shown is merely a block diagram of a portion of the structure related to the present application and does not constitute a limitation on the computer system to which the present application is applied. A specific computer system may include more or fewer components than those shown in the figure, or combine certain components, or have different component arrangements.

[0086] Example 4

[0087] This embodiment provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the steps in the above-described method embodiments.

[0088] It should be noted that the user information (including but not limited to user device information, user personal information, etc.) and data (including but not limited to data used for analysis, data stored, data displayed, etc.) involved in this application are all information and data authorized by the user or fully authorized by all parties, and the collection, use and processing of the relevant data must comply with relevant regulations.

[0089] Those skilled in the art will understand that all or part of the processes in the above embodiments can be implemented by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer-readable storage medium, and when executed, it can include the processes of the embodiments described above. Any references to memory, databases, or other media used in the embodiments provided in this application can include both non-volatile and volatile memory. Non-volatile memory can include read-only memory (ROM), magnetic tape, floppy disk, flash memory, optical memory, high-density embedded non-volatile memory, resistive random access memory (ReRAM), magnetic random access memory (MRAM), ferroelectric random access memory (FRAM), phase change memory (PCM), graphene memory, etc. Volatile memory can include random access memory (RAM) or external cache memory, etc. By way of illustration and not limitation, RAM can take many forms, such as Static Random Access Memory (SRAM) or Dynamic Random Access Memory (DRAM).

[0090] The databases involved in the embodiments provided in this application may include either relational databases or non-relational databases. Non-relational databases may include, but are not limited to, blockchain-based distributed databases. The processors involved in the embodiments provided in this application may be general-purpose processors, central processing units, graphics processing units, digital signal processors, programmable logic devices, quantum computing-based data processing logic devices, etc., and are not limited to these.

[0091] All actions involving the acquisition of signals, information, or data in this application are carried out in accordance with the relevant data protection laws and policies of the country where the application is located, and with the authorization of the owner of the relevant device.

[0092] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on the differences from other embodiments. The same or similar parts between the various embodiments can be referred to each other.

[0093] This document uses specific examples to illustrate the principles and implementation methods of this application. The descriptions of the above embodiments are only for the purpose of helping to understand the methods and core ideas of this application. Furthermore, those skilled in the art will recognize that, based on the ideas of this application, there will be changes in the specific implementation methods and application scope. Therefore, the content of this specification should not be construed as a limitation of this application.

Claims

1. A method for identifying a landslide risk area of a rock slope, characterized by, The landslide risk area identification method of the rock slope comprises the following steps: a three-dimensional geological model of a target rock slope is established; slope parameters of the target rock slope are obtained, specifically including: determining rock layer distribution and appearance form of the target rock slope based on the three-dimensional geological model; regionally dividing the target rock slope based on the rock layer distribution and the appearance form; collecting slope parameters of the regionally divided target rock slope; the slope parameters at least include: stage slope angle, rock point load strength value, RQD value of a drill core, historical landslide area, rock weathering degree, structure surface development state, relative position relationship between structure surface and slope surface, groundwater occurrence state, borehole wave velocity test result and ground penetrating radar result; According to the disadvantageous combination of the slope parameters, a potential landslide risk area of the target rock slope is determined, and the potential landslide risk area is marked on the three-dimensional geological model, specifically comprising: determining a plurality of slope stability adverse factors according to the slope parameters; regarding an area in which two or more of the slope stability adverse factors exist in the target rock slope as a risk screening area, and marking the risk screening area on the three-dimensional geological model; counting overlapping parts of the risk screening areas on the three-dimensional geological model; regarding an overlapping part in which two or more of the risk screening areas exist as a potential landslide risk area; the plurality of slope stability adverse factors at least include: a stage slope angle greater than 65°, a rock point load strength value less than 25 MPa, a RQD value of a drilling core less than 30%, adjacent to a historical landslide area, a rock weathering degree of strong weathering, a bulk density of a structural surface greater than 12 / m 3 , a stage slope angle consistent with a rock mass bedding dip angle, a groundwater occurrence state of a saturated state, a hole wave velocity less than 600 m / s, and a profile measured by a detection radar showing a discontinuous appearance of a phase axis. rock mass quality is graded in the potential landslide risk area, and the potential landslide risk area is narrowed to obtain a first landslide risk area according to the rock mass quality grading result, and the first landslide risk area is marked on the three-dimensional geological model, specifically including: regionally dividing the potential landslide risk area; determining classification indexes of each region in the potential landslide risk area by using RMR classification method, and calculating total score RMR values of each region according to the classification indexes; the classification indexes at least include: rock uniaxial compressive strength, RQD value of a drill core, joint spacing, joint condition and groundwater condition; the total score RMR values are corrected according to joint direction, and rock mass quality of each region in the potential landslide risk area is graded by using the corrected total score RMR values; regions with a corrected total score RMR value less than 40 in the potential landslide risk area are determined as the first landslide risk area; the first landslide risk area is cooperatively monitored by using a microseismic monitoring system, an anchor cable stress meter and an inclinometer, the first landslide risk area is narrowed to obtain a second landslide risk area according to a monitoring result, and the second landslide risk area is marked on the three-dimensional geological model; a slope landslide mode mechanical analysis is performed on the second landslide risk area by using a numerical simulation method, and a position of a final landslide risk area is determined according to an analysis result; the first landslide risk area is cooperatively monitored by using a microseismic monitoring system, an anchor cable stress meter and an inclinometer, the first landslide risk area is narrowed to obtain a second landslide risk area according to a monitoring result, specifically including: the first landslide risk area is regionally divided; microseismic signals of different regions in the first landslide risk area are monitored by using the microseismic monitoring system; stresses of different regions in the first landslide risk area are monitored by using the anchor cable stress meter; displacement amounts of different regions in the first landslide risk area are monitored by using the inclinometer; a region in which the number of the microseismic signals rapidly increases and a through surface is formed in the rock mass, the stress produces a great fluctuation, and the displacement amount increases at a large rate simultaneously in the first landslide risk area is determined as the second landslide risk area; a slope landslide mode mechanical analysis is performed on the second landslide risk area by using a numerical simulation method, and a position of a final landslide risk area is determined according to an analysis result, specifically including: a slope stability analysis model is established according to the three-dimensional geological model at the second landslide risk area; Based on the slope stability analysis model, the position of the sliding surface and the safety factor are determined by using a limit equilibrium method, and the position of the final landslide risk zone is obtained, the limit equilibrium method is based on the Mohr-Coulomb shear strength theory, the landslide body is divided into several vertical strips, the balance equation of the force acting on the vertical strips is established, and the safety factor is solved.

2. The rock slope landslide risk zone identification method according to claim 1, characterized by, The three-dimensional geological model of the target rock slope is established, specifically including: Collecting geological drilling data of the target rock slope; Obtaining rock mass structure and joint fracture distribution information in the drilling of the target rock slope by using a borehole television imaging instrument; Obtaining a real three-dimensional scene of the target rock slope by using an unmanned aerial vehicle oblique photogrammetry technology; The geological drilling data, the rock mass structure and joint fracture distribution information and the real three-dimensional scene are input into corresponding data according to a fixed Excel table format provided by 3DMine software, and the three-dimensional geological model of the target rock slope is constructed.

3. A computer system comprising: A memory, a processor and a computer program stored on the memory and executable on the processor, characterized in that the processor executes the computer program to implement the rock slope landslide risk zone identification method of claim 1 or 2.

4. A computer-readable storage medium having stored thereon a computer program, characterized in that, The computer program is executed by the processor to implement the rock slope landslide risk zone identification method of claim 1 or 2.

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