Method and system for identifying landslide risk area of rock slope and medium

Abstract

The invention discloses a landslide risk area identification method and system of a rock slope and a medium, and relates to the field of slope engineering, and the method comprises the steps: building a three-dimensional geologic model of a target rock slope; obtaining side slope parameters of the target rock side slope; determining a potential landslide risk area of the target rock slope according to the unfavorable combination of the slope parameters, and marking the potential landslide risk area on the three-dimensional geologic model; grading the rock mass quality in the potential landslide risk area, and reducing the potential landslide risk area according to a rock mass quality grading result to obtain a first landslide risk area; cooperatively monitoring the first landslide risk area by using a micro-seismic monitoring system, an anchor cable stress meter and an inclinometer, and reducing the first landslide risk area according to a monitoring result to obtain a second landslide risk area; and carrying out slope landslide mode mechanical analysis on the second landslide risk area by adopting a numerical simulation method, and determining the position of the final landslide risk area according to an analysis result. The identification accuracy of the landslide risk area of the rock slope is improved.

Description

Technical Field

[0001] The present application relates to the field of slope engineering technology, and in particular to a method, system and medium for identifying landslide risk areas of rock slopes. Background Art

[0002] In the process of open-pit mining, road slope excavation and operation, slope stability is the prerequisite for ensuring the safety of mining and road operation. Large deep concave open-pit mines, roads and other rock slopes are affected by the coupling of multiple factors such as the direction of weak structural surfaces, the relative position relationship between the structural surface and the slope surface, blasting vibration, groundwater, rock weathering, etc., and there is a risk of local landslides, which brings serious safety hazards to mining production and road operations. Therefore, accurately determining the landslide risk area of ​​rock slopes has important engineering application value.

[0003] Traditional methods for identifying landslide risk areas mainly include geological survey, surface deformation monitoring, engineering analogy and deep horizontal displacement observation. These single traditional "foundation" monitoring methods are greatly restricted by on-site conditions and it is difficult to accurately determine landslide risk areas. With the rapid development of modern technology, new landslide hazard identification methods such as microseismic monitoring technology, anchor stress gauge monitoring technology, geological radar technology, UAV oblique photogrammetry technology, and synthetic aperture radar interferometry (InSAR) monitoring technology are constantly emerging, making geological disaster monitoring gradually develop from traditional ground point monitoring to ground-air-sky joint surface and even volume monitoring. However, the above monitoring methods only use a single ground-based monitoring method, which is restricted by on-site conditions and is difficult to meet the needs of high-precision landslide risk area identification. Summary of the invention

[0004] The purpose of this application is to provide a method, system and medium for identifying landslide risk areas of rock slopes, which gradually determine the landslide risk areas of rock slopes in a surface-to-point manner, thereby improving the accuracy of identification.

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

[0006] In the first aspect, the present application provides a method for identifying landslide risk areas of rock slopes, the method comprising: establishing a three-dimensional geological model of a target rock slope; obtaining slope parameters of the target rock slope; the slope parameters comprising: stage slope angle, rock point load strength value, rock quality index (RockQuality Index) of a drilled core; The invention relates to a method for determining a target rock slope according to a three-dimensional geological model. The method comprises the following steps: determining a target rock slope according to a potential landslide risk area based on an unfavorable combination of the slope parameters, and marking the target rock slope on the three-dimensional geological model; grading the rock mass quality within the target landslide risk area, reducing the target landslide risk area according to the rock mass quality grading result to obtain a first landslide risk area, and marking the first landslide risk area on the three-dimensional geological model; using a microseismic monitoring system, an anchor stress meter and an inclinometer to collaboratively monitor the first landslide risk area, reducing the first landslide risk area according to the monitoring result to obtain a second landslide risk area, and marking the second landslide risk area on the three-dimensional geological model; using a numerical simulation method to perform a mechanical analysis of the slope landslide pattern on the second landslide risk area, and determining the position of the final landslide risk area according to the analysis result.

[0007] In a second aspect, the present application also provides a computer system, comprising: 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 method for identifying landslide risk areas of rock slopes as described in the first aspect.

[0008] In a third aspect, the present application further provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the method for identifying landslide risk areas of rock slopes described in the first aspect.

[0009] According to the specific embodiments provided in this application, this application discloses the following technical effects.

[0010] The present application provides a method for efficiently and accurately identifying landslide risk areas of rock slopes from surface to point, and ultimately determines the location of landslide risk areas by combining quantitative and qualitative methods. The present application establishes a three-dimensional geological model of the target rock slope, and has a preliminary understanding of the rock layer distribution and appearance of the target rock slope from a macroscopic perspective. Then, based on the unfavorable combination of slope parameters obtained, the approximate location of the potential landslide risk area is preliminarily determined. Then, on this basis, the location of the potential landslide risk area is continuously reduced through rock mass quality classification and multi-system collaborative monitoring. Finally, a numerical simulation analysis method is used to conduct a mechanical analysis of the slope landslide pattern on the further reduced area, thereby determining the location of the final landslide risk area. BRIEF DESCRIPTION OF THE DRAWINGS

[0011] In order to more clearly illustrate the technical solutions in the embodiments of the present application or related technologies, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative labor.

[0012] Figure 1 A flow chart of a method for identifying landslide risk areas on a rock slope provided in an embodiment of the present application.

[0013] Figure 2 This is a layout effect diagram of the microseismic monitoring system, stress gauge and inclinometer provided in an embodiment of the present application.

[0014] Figure 3 A schematic diagram of a slope stability analysis model provided in an embodiment of the present application.

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

[0016] Explanation of symbols: microseismic monitoring system-1, microseismic sensor-11, data acquisition instrument assembly box-2, anchor stress gauge-3, anchor stress gauge sensor-31, inclinometer-4, inclinometer sensor-41, slope step-5, step platform-6. DETAILED DESCRIPTION

[0017] The following will be combined with the drawings in the embodiments of the present application to clearly and completely describe the technical solutions in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work 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 areas of rock slopes, which gradually determine the landslide risk areas of rock slopes in a surface-to-point manner, thereby improving the accuracy of identification.

[0019] In order to make the above-mentioned objects, features and advantages of the present application more obvious and easy to understand, the present application is further described in detail below in conjunction with the accompanying drawings and specific implementation methods.

[0020] Example 1 like Figure 1 As shown, this embodiment provides a method for identifying landslide risk areas of a rock slope. The method for identifying landslide risk areas of a rock slope is specifically as follows.

[0021] Step S1: Establish a three-dimensional geological model of the target rock slope.

[0022] In this embodiment, step S1 is specifically as follows.

[0023] Step S11: Collect geological drilling data of the target rock slope.

[0024] Among them, geological drilling data include historical exploration drilling data and later supplementary drilling data. These drilling data can intuitively reflect the spatial distribution information such as the thickness and interface of the rock and soil body in the slope area.

[0025] Step S12: using a borehole television imager to obtain rock mass structure and joint and fissure distribution information in the target rock slope borehole.

[0026] Among them, the borehole television imager will record and present the information inside the borehole in the form of images and videos to obtain the structural conditions of the rock mass in the borehole and the distribution pattern of joints and fissures. When the average joint spacing is measured to be less than 10cm, the rock mass is relatively broken, which is not conducive to the stability of the slope.

[0027] Step S13: using the UAV oblique photogrammetry technology to obtain the real three-dimensional scene of the target rock slope.

[0028] The drone oblique photogrammetry technology uses a Matrice 300RTK aircraft equipped with a PSDK 102S oblique camera, and is paired with DJI Maps, a PC application software that provides autonomous route planning, aerial photography, two-dimensional orthophotos, and three-dimensional model reconstruction, thereby realizing drone oblique photography modeling of slopes and obtaining a real three-dimensional scene.

[0029] Step S14: Enter the geological drilling data, rock mass structure and joint and fissure distribution information and the real three-dimensional scene into the corresponding data according to the fixed Excel table format provided by the 3DMine software to construct a three-dimensional geological model of the target rock slope.

[0030] Step S2: Obtain slope parameters of the target rock slope.

[0031] In this embodiment, step S2 is specifically as follows.

[0032] Step S21: Determine the rock layer distribution and appearance of the target rock slope based on the three-dimensional geological model.

[0033] Step S22: Divide the target rock slope into regions based on rock layer distribution and appearance.

[0034] Step S23: collecting slope parameters of the target rock slope after area division.

[0035] Among them, the above slope parameters include: stage slope angle, rock point load intensity value, RQD value of drill core, historical landslide area, rock weathering degree, structural surface development state, relative position relationship between structural surface and slope surface, groundwater occurrence state, in-hole wave velocity test results, ground penetrating radar results, etc.

[0036] Furthermore, the stage slope angle is the angle between the line from the top line of a step to its bottom line on the section perpendicular to the slope direction and the horizontal plane. When the stage slope angle is greater than 65°, it is not conducive to the stability of the slope; the rock point load strength value is to place the rock sample between two spherical conical pressure plates, apply a concentrated load to the rock sample until the rock sample is destroyed, and then obtain the point load strength value of the rock sample based on the destruction load. When the rock point load strength is lower than 25MPa, it is not conducive to the stability of the slope; the RQD value of the drilled core is the value of the drilled core with a length greater than 10cm in the borehole. The percentage of the core length to the total drilling length. When the RQD value of the drilled core is less than 30%, it is not conducive to the stability of the slope. The historical landslide area is the area where landslides have occurred before. The adjacent area of ​​the area is prone to landslides, which is not conducive to the stability of the slope. The degree of rock weathering is the degree of damage to the rock mass caused by weathering, which includes slight weathering, moderate weathering and strong weathering. When the degree of rock weathering is strong weathering, it is not conducive to the stability of the slope. The state of structural surface development is divided according to the number, density, length and other characteristics of structural surfaces. When the volume density of the structural surface is greater than 12 / m 3It is not good for the stability of the slope; the relative position relationship between the structural surface and the slope surface is the relative position relationship between the strike of the structural surface and the stage slope angle. When the stage slope angle is consistent with the inclination of the rock mass bedding, it is not good for the stability of the slope; the groundwater occurrence state is 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 not good for the stability of the slope; the in-hole wave velocity test can determine the overall joint and fissure development of the borehole and the scope of the broken area. When the in-hole wave velocity is less than 600m / s, the area is a broken zone. The area with a broken zone is not good for the stability of the slope; ground penetrating radar is used to detect whether there is a bad geological body inside the slope. When the phase axis discontinuity appears on the measured profile, it can be inferred that there is a broken zone at that location, which is not good for the stability of the slope.

[0037] Step S3: Determine the potential landslide risk area of ​​the target rock slope according to the unfavorable combination of slope parameters, and mark the potential landslide risk area on the three-dimensional geological model.

[0038] In this embodiment, step S3 is specifically as follows.

[0039] Step S31: determining a plurality of unfavorable factors for slope stability according to slope parameters.

[0040] Among them, the unfavorable factors for slope stability include: stage slope angle greater than 65°, rock point load strength value less than 25MPa, RQD value of drill core less than 30%, adjacent to historical landslide area, strong weathering degree of rock, and volume density of structural surface greater than 12 / m 3 , the stage slope angle is consistent with the inclination angle of the rock bedding, the groundwater is in a saturated state, the wave velocity in the hole is less than 600m / s, and the profile measured by the detection radar shows discontinuity of the common phase axis.

[0041] Step S32: The area in the target rock slope where two or more unfavorable factors for slope stability exist is taken as a risk screening area, and the risk screening area is marked on the three-dimensional geological model.

[0042] Among them, the unfavorable combination of slope parameters refers to the occurrence of the above two unfavorable factors of slope stability. For the area where the above unfavorable combination exists in the target rock slope, 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.

[0043] Step S33: Count the overlapping parts of the risk screening area on the three-dimensional geological model.

[0044] Among them, there may be overlapping parts between different risk screening areas (that is, there are intersection areas), or there may be no overlapping parts. For those overlapping parts, they need to be counted and clearly marked.

[0045] Step S34: Identify the overlapping part of two or more risk screening areas as a potential landslide risk area.

[0046] Among them, the overlapping part may be formed by two risk screening areas, or it may be formed by three or more risk screening areas. The overlapping part formed by two or more risk screening areas is regarded as a potential landslide risk area and is clearly marked on the three-dimensional geological model.

[0047] Step S4: classify the rock mass quality in the potential landslide risk area, narrow the potential landslide risk area according to the rock mass quality classification result to obtain a first landslide risk area, and mark the first landslide risk area on the three-dimensional geological model.

[0048] In this embodiment, step S4 is specifically as follows.

[0049] Step S41: Divide the potential landslide risk area into regions.

[0050] Step S42: using the rock mass rating (RMR) classification method to determine the classification index of each area in the potential landslide risk area, and calculating the total RMR value of each area based on the classification index.

[0051] Among them, the classification indicators involved in the RMR classification method include: uniaxial compressive strength of rock, RQD value of drilled core, joint spacing, joint conditions, groundwater conditions, etc. The total RMR value of each area is obtained by summing up all the classification indicator values ​​of each area in the potential landslide risk area.

[0052] 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 area.

[0053] Among them, the total RMR value of each area is appropriately corrected according to the provisions of Table 1.

[0054] Table 1 Corrected total RMR values ​​according to joint direction

[0055] Step S44: The area in the potential landslide risk area where the corrected total RMR value is less than 40 is determined as the first landslide risk area.

[0056] Step S5: Use the microseismic monitoring system 1, the anchor stress meter 3 and the inclinometer 4 to collaboratively monitor the first landslide risk area, reduce the first landslide risk area to obtain a second landslide risk area based on the monitoring results, and mark the second landslide risk area on the three-dimensional geological model.

[0057] In this embodiment, step S5 is specifically as follows.

[0058] Step S51: Divide the first landslide risk area into regions.

[0059] Step S52: using the microseismic monitoring system 1 to monitor microseismic signals in different areas within the first landslide risk area.

[0060] like Figure 2 As shown, the number of microseismic sensors 11 in the microseismic monitoring system 1 is not less than 10, and each group of 5 is arranged at 2m and the bottom line of the slope on the adjacent slope steps 5, respectively, and the arrangement is plum blossom-shaped. The horizontal spacing of the microseismic sensors 11 is 5m, and the buried depth of the microseismic sensors 11 is 8m. The microseismic sensors 11 are in close contact with the hole wall. The microseismic monitoring system 1 needs to work continuously, and its main machine is placed in the collection box 2 of the acquisition instrument.

[0061] Step S53: using the anchor cable stress gauge 3 to monitor the stress in different areas within the first landslide risk area.

[0062] like Figure 2 As shown, the number of anchor cable stress gauge sensors 31 in the anchor cable stress gauge 3 is 10, 5 in each group, and the monitoring time interval of a single anchor cable stress gauge sensor 31 is not longer than 6s. The anchor cable stress gauge 3 is arranged on the upper and lower adjacent step platforms 6. The distance between the anchor cable stress gauge 3 borehole and the bottom line of the slope is one-third of the width of the step platform 6. The buried depth of the anchor cable stress gauge 3 is 20m, the spacing between the anchor cable stress gauge sensors 31 is 4m, the uppermost anchor cable stress gauge sensor 31 in the anchor cable stress gauge 3 is 4m away from the hole mouth, the anchor cable stress gauge sensor 31 is in close contact with the hole wall, and the anchor cable stress gauge 3 needs to work continuously.

[0063] Step S54: using the inclinometer 4 to monitor the displacement of different areas in the first landslide risk area.

[0064] like Figure 2 As shown, there are 10 inclinometer sensors 41 in the inclinometer 4, 5 of which form a group, and are arranged at the top of the adjacent slope steps 5 at a distance of one-third of the step width from the slope top line. The buried depth of the inclinometer 4 is 30m, and the spacing between the inclinometer sensors 41 is 6m. The distance between the uppermost inclinometer sensor 41 in the inclinometer 4 and the hole mouth is 6m. The inclinometer sensor 41 is in close contact with the hole wall, and the inclinometer 4 needs to work continuously.

[0065] Step S55: The area in the first landslide risk area where the number of microseismic signals increases rapidly, a through surface is formed inside the rock mass, the stress fluctuates greatly, and the displacement increase rate increases is determined as the second landslide risk area.

[0066] Among them, when the microseismic monitoring system 1 detects that the number of microseismic signals increases rapidly and the microseismic signals form a through surface inside the rock mass, it can be used as one of the precursor information of slope landslide; when the stress measured by the anchor stress gauge 3 fluctuates greatly, it can be used as one of the precursor information of slope landslide; when the displacement measured by the inclinometer 4 increases at a faster rate, it can be used as one of the precursor information of slope landslide; when the number of microseismic signals detected by the microseismic monitoring system 1 increases rapidly and the microseismic signals form a through surface inside the rock mass, the stress detected by the anchor stress gauge 3 fluctuates greatly, and the displacement measured by the inclinometer 4 increases at a faster rate, these three appear at the same time, it can be further determined that the area is the second landslide risk area.

[0067] Step S6: using a numerical simulation method to perform a mechanical analysis of the slope landslide pattern in the second landslide risk area, and determining the location of the final landslide risk area based on the analysis results.

[0068] In this embodiment, step S6 is specifically as follows.

[0069] Step S61: establishing a slope stability analysis model based on the three-dimensional geological model of the second landslide risk area.

[0070] The constructed slope stability analysis model can be found in Figure 3 , Figure 3 The curve in is the potential sliding surface.

[0071] Step S62: Based on the slope stability analysis model, the limit equilibrium method is used to determine the position and safety factor of the sliding surface to obtain the final position of the landslide risk area.

[0072] Among them, the mechanical analysis of slope landslide pattern adopts the limit equilibrium method to determine the position 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 strips, the equilibrium equation of the force acting on the vertical strips is established, and the safety factor is solved.

[0073] Example 2 This embodiment takes a certain mine's inclined rock slope as an example to further illustrate the landslide risk area identification method of the rock slope, as follows.

[0074] The first step is to obtain geological drilling data that reflects the spatial distribution information of the rock and soil thickness and interface in the area where the inclined rock slope is located; use a borehole television imager to record and present the information inside the borehole to obtain the structural conditions of the rock mass in the borehole and the distribution pattern of joints and fissures; use a Matrice 300 RTK aircraft equipped with a PSDK 102S oblique camera, and use a PC application software - DJI Zhitu that provides autonomous route planning, flight aerial photography, 2D orthophotos and 3D model reconstruction, to realize drone oblique photography modeling of the inclined rock slope and obtain a real 3D scene.

[0075] In the second step, the approximate location of the potential landslide risk area is preliminarily determined based on the unfavorable combination of parameters such as stage slope angle, rock point load intensity value, RQD value of drill core, historical landslide area, rock weathering degree, structural surface development, relative position relationship between the inclined structural surface and the slope surface, groundwater storage, in-hole wave velocity test results, and ground penetrating radar results.

[0076] The third step is to classify the rock mass quality within the approximate location of the potential landslide risk area initially determined, and further clarify the location of the potential landslide risk area based on the rock mass quality classification results. First, the total score RMR value is obtained by summing up the index values ​​of the rock uniaxial compressive strength, the RQD value of the drilled core, the joint spacing, the joint conditions, and the groundwater conditions; then, the total score RMR value is appropriately corrected according to the provisions of Table 1 above; finally, the rock mass quality is evaluated using the corrected total score RMR value.

[0077] The fourth step is to further narrow down the location of the potential landslide risk area based on the further clarification of the potential landslide risk area by using the monitoring data obtained by the coordinated monitoring program of the microseismic monitoring system, anchor stress gauge and inclinometer.

[0078] The fifth step is to use numerical simulation methods to analyze and calculate the further identified potential landslide risk areas, and determine the specific location of the final landslide risk area based on the calculation results.

[0079] First, in the area where the monitoring area is further determined to be a potential landslide risk area, a slope stability analysis model is established based on the three-dimensional geological model; the limit equilibrium method is used to determine the position and safety factor of the sliding surface in the mechanical analysis of the slope landslide pattern. 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 strips, and the equilibrium equation of the force acting on the vertical strips is established to solve the safety factor. Among them, the software used for numerical simulation is GEO-SLOPE, which is an important module in the Geo-Studio series of software. GEO-SLOPE can be used for model construction and limit equilibrium stability analysis of rock engineering. The software can use eight methods to analyze and calculate simple or complex slope stability problems. Users can use SLOPE / W software to analyze the stability of simple or complex sliding surface shape changes, pore water pressure conditions, soil properties, different loading methods, and consider groundwater levels, blasting, earthquakes and other working conditions for geotechnical engineering problems.

[0080] Example 3 This embodiment provides a computer system, which may be a server or a terminal, and its internal structure diagram may be as follows: Figure 4 As shown. The computer system includes a processor, a memory, an input / output interface (Input / Output, referred to as I / O) and a communication interface. The processor, the memory and the input / output interface are connected through a system bus, and the communication interface is connected to the system bus through the input / output interface. The processor of the computer system is used to provide computing and control capabilities. The memory of the computer system includes a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system, a computer program and a database. The internal memory provides an environment for the operation of the operating system and the computer program in the non-volatile storage medium. The input / output interface of the computer system is used to exchange information between the processor and an external device. The communication interface of the computer system is used to communicate with an external terminal through a network connection. When the computer program is executed by the processor, the above-mentioned landslide risk area identification method of the rock slope is implemented.

[0081] Those skilled in the art will understand that Figure 4 The structure shown in the figure is only a block diagram of a part of the structure related to the solution of the present application, and does not constitute a limitation on the computer system to which the solution of the present application is applied. The specific computer system may include more or fewer components than shown in the figure, or combine certain components, or have a different arrangement of components.

[0082] Example 4 This embodiment provides a computer-readable storage medium storing a computer program. When the computer program is executed by a processor, the steps in the above method embodiments are implemented.

[0083] 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, stored data, displayed data, 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 relevant data must comply with relevant regulations.

[0084] Those skilled in the art can understand that all or part of the processes in the above-mentioned embodiment methods can be completed by instructing the relevant hardware through a computer program, and the computer program can be stored in a non-volatile computer-readable storage medium. When the computer program is executed, it can include the processes of the embodiments of the above-mentioned methods. Among them, any reference to the memory, database or other medium used in the embodiments provided in this application can include one of 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), magnetoresistive 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 may be in various forms, such as Static Random Access Memory (SRAM) or Dynamic Random Access Memory (DRAM).

[0085] The database involved in each embodiment provided in this application may include a relational database and a non-relational database. The non-relational database may include a distributed database based on blockchain, etc., but is not limited thereto. The processor involved in each embodiment provided in this application may be a general-purpose processor, a central processing unit, a graphics processor, a digital signal processor, a programmable logic device, a data processing logic device based on quantum computing, etc., but is not limited thereto.

[0086] All actions to obtain signals, information or data in this application are carried out in compliance with the relevant data protection laws and policies of the country where they are located, and with the authorization given by the owner of the corresponding device.

[0087] The various embodiments in this specification are described in a progressive manner, and each embodiment focuses on the differences from other embodiments. The same or similar parts between the various embodiments can be referenced to each other.

[0088] This article uses specific examples to illustrate the principles and implementation methods of this application. The description of the above embodiments is only used to help understand the method and core ideas of this application. At the same time, for those skilled in the art, according to the ideas of this application, there will be changes in the specific implementation methods and application scope. In summary, the content of this specification should not be understood as limiting this application.

Claims

1. A method for identifying landslide risk areas of rock slopes, characterized in that: The method for identifying the landslide risk area of ​​the rock slope comprises: Establish a three-dimensional geological model of the target rock slope; Obtain the slope parameters of the target rock slope; the slope parameters include: stage slope angle, rock point load strength value, RQD value of the drill core, historical landslide area, rock weathering degree, structural surface development state, relative position relationship between the structural surface and the slope surface, groundwater storage state, in-hole wave velocity test results and ground penetrating radar results; determining a potential landslide risk area of ​​a target rock slope according to an unfavorable combination of the slope parameters, and marking the potential landslide risk area on the three-dimensional geological model; Classifying the rock mass quality in the potential landslide risk area, reducing the potential landslide risk area according to the rock mass quality classification result to obtain a first landslide risk area, and marking the first landslide risk area on the three-dimensional geological model; Using a microseismic monitoring system, an anchor stress meter and an inclinometer to collaboratively monitor the first landslide risk area, reducing the first landslide risk area to obtain a second landslide risk area according to the monitoring results, and marking the second landslide risk area on the three-dimensional geological model; A numerical simulation method is used to conduct a mechanical analysis of the slope landslide pattern of the second landslide risk area, and the location of the final landslide risk area is determined based on the analysis results.

2. The method for identifying landslide risk areas of rock slopes according to claim 1, characterized in that: Establish a 3D geological model of the target rock slope, including: Collect geological drilling data of target rock slopes; Use borehole television imager to obtain rock mass structure and joint and fissure distribution information in the target rock slope borehole; Use UAV oblique photogrammetry technology to obtain the real three-dimensional scene of the target rock slope; The geological drilling data, the rock mass structure and joint and fissure distribution information and the real three-dimensional scene are entered into corresponding data in a fixed Excel table format provided by 3DMine software to construct a three-dimensional geological model of the target rock slope.

3. The method for identifying landslide risk areas of rock slopes according to claim 1, characterized in that: Obtain the slope parameters of the target rock slope, including: Determine the rock layer distribution and appearance of the target rock slope based on the three-dimensional geological model; Dividing the target rock slope into regions based on the rock layer distribution and the appearance; Slope parameters are collected for the target rock slope after regional division.

4. The method for identifying landslide risk areas of rock slopes according to claim 3, characterized in that: The potential landslide risk area of ​​the target rock slope is determined based on the unfavorable combination of the slope parameters, including: determining a plurality of unfavorable factors for slope stability according to the slope parameters; Taking the area in the target rock slope where two or more of the unfavorable factors for slope stability exist as a risk screening area, and marking the risk screening area on the three-dimensional geological model; Counting the overlapped parts of the risk screening areas on the three-dimensional geological model; The overlapping parts of two or more risk screening areas will be identified as potential landslide risk areas.

5. The method for identifying landslide risk areas of rock slopes according to claim 4, characterized in that: The unfavorable factors for slope stability include: stage slope angle greater than 65°, rock point load strength value less than 25MPa, RQD value of drilled core less than 30%, adjacent to historical landslide area, strong weathering of rock, and volume density of structural surface greater than 12 / m 3 , the stage slope angle is consistent with the inclination angle of the rock bedding, the groundwater is in a saturated state, the wave velocity in the hole is less than 600m / s, and the profile measured by the detection radar shows discontinuity of the event axis.

6. The method for identifying landslide risk areas of rock slopes according to claim 1, characterized in that: The rock mass quality is classified in the potential landslide risk area, and the potential landslide risk area is narrowed down according to the rock mass quality classification result to obtain a first landslide risk area, which specifically includes: Delineating the potential landslide risk areas; The RMR classification method is used to determine the classification index of each area in the potential landslide risk area, and the total RMR value of each area is calculated according to the classification index; the classification index includes: uniaxial compressive strength of rock, RQD value of drill core, joint spacing, joint condition and groundwater condition; Correcting the total RMR value according to the joint direction, and using the corrected total RMR value to classify the rock mass quality of each area in the potential landslide risk area; The area in the potential landslide risk area where the corrected total RMR value is less than 40 is determined as the first landslide risk area.

7. The method for identifying landslide risk areas of rock slopes according to claim 1, characterized in that: The first landslide risk area is collaboratively monitored by using a microseismic monitoring system, an anchor stress meter and an inclinometer, and the first landslide risk area is reduced to obtain a second landslide risk area according to the monitoring results, specifically including: Dividing the first landslide risk area into regions; Using the microseismic monitoring system to monitor microseismic signals in different areas within the first landslide risk area; Using the anchor cable stress gauge to monitor stress in different areas within the first landslide risk area; Using an inclinometer to monitor displacements in different areas within the first landslide risk area; The area in the first landslide risk area where the number of microseismic signals increases rapidly, a through surface is formed inside the rock mass, the stress undergoes a huge fluctuation, and the displacement increase rate becomes larger is determined as the second landslide risk area.

8. The method for identifying landslide risk areas of rock slopes according to claim 1, characterized in that: The numerical simulation method is used to conduct a mechanical analysis of the slope landslide pattern of the second landslide risk area, and the location of the final landslide risk area is determined according to the analysis results, specifically including: Establishing a slope stability analysis model based on the three-dimensional geological model of the second landslide risk area; Based on the slope stability analysis model, the limit equilibrium method is used to determine the position of the sliding surface and the safety factor, and the position of the final landslide risk area is obtained.

9. A computer system comprising: 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 method for identifying landslide risk areas of rock slopes as described in any one of claims 1-8.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the method for identifying landslide risk areas of rock slopes described in any one of claims 1 to 8 is implemented.

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