A dammed lake collapse landslide high slope comprehensive treatment survey and design method

Abstract

The application discloses a kind of comprehensive treatment survey design methods of high slope after dammed lake collapse landslide, belong to dammed lake geological disaster control and geotechnical engineering survey design field.Based on the construction of slope comprehensive geological information model of multi-source data, combined with three-view geometry projection and valley topography reference restores original terrain before collapse, and then according to dangerous rock mass distribution and rock mass structure surface characteristics, the slope is divided into top crack area, middle collapse broken area and bottom soft layer area;For each area, respectively generate slope cutting load reduction and anchor cable anchor rod support, shotcrete closure and active protection net, soft layer closure and residue pressure foot of sub-zone collaborative management sub-scheme;Integrate and output the comprehensive treatment scheme containing monitoring point layout.The application realizes the whole process integration from fine survey, mechanism inversion to sub-zone collaborative management and monitoring verification, significantly improves the system and pertinence of dammed lake high slope treatment.

Description

Technical Field

[0001] This invention discloses a comprehensive survey and design method for high slopes after landslides and collapses in landslide-dammed lakes, belonging to the field of geological disaster management and geotechnical engineering survey and design for landslide-dammed lakes. Background Technology

[0002] Currently, for barrier lakes formed by large landslides or collapses, the stability assessment and permanent treatment of high slopes after emergency response mainly rely on traditional engineering geological investigation and design processes. This process typically begins with on-site geological surveys, supplemented by limited drilling and geophysical exploration to obtain soil and rock parameters. Subsequently, based on this discrete geological information, two-dimensional limit equilibrium analysis methods or simplified three-dimensional models are used to calculate slope stability. Finally, based on the calculation results, engineering treatment measures, mainly in the form of single or combined methods such as slope cutting, retaining walls, and anchoring, are designed. This traditional model is still adequate for handling general slope engineering, but the various stages in its workflow are relatively independent, lacking deep coupling and iterative feedback between geological information acquisition, model building, stability analysis, and treatment scheme design.

[0003] However, for high slopes of barrier lakes formed by landslides and collapses, the geological conditions are highly unique and complex, revealing significant limitations in the applicability of traditional survey and design methods. These slopes typically consist of loosely structured, heterogeneous, and anisotropic landslide deposits and disturbed rock masses, and the terrain is extremely steep. Manual surveys cannot safely and comprehensively cover the entire slope area, resulting in numerous blind spots in identifying the spatial distribution of unstable rock masses, the development characteristics of deep structural planes, and the identification of key weak rock layers. Geological models based on limited surface information cannot accurately reflect the complex geometric structure and mechanical properties within the slope, leading to significant discrepancies between stability analysis results based on simplified models and the actual deformation and failure mechanisms of the slope. This makes it difficult to accurately predict instability modes and potential risks under adverse conditions such as rainfall and earthquakes.

[0004] Existing treatment technologies for such special slopes often employ emergency mitigation or localized reinforcement approaches, lacking a systematic, zonal treatment design based on refined geological understanding and a clear understanding of instability mechanisms. Treatment measures frequently address localized problems on the surface, failing to consider the controlling failure modes of different sections at the top, middle, and bottom of the slope as a whole, resulting in insufficient overall integrity and long-term effectiveness of the treatment project. Furthermore, traditional monitoring schemes are typically used as independent post-treatment verification steps, focusing on a small number of surface displacement points, and are not deeply integrated with the treatment design. This makes it difficult to effectively monitor the stress state and long-term service performance of deep-reinforced structures, hindering dynamic evaluation and feedback of the treatment scheme's effectiveness. Therefore, there is an urgent need for an integrated technical approach that can overcome topographical limitations, achieve comprehensive and refined surveys across the entire area, and enable systematic and collaborative comprehensive treatment design based on accurate geological models and mechanistic analysis. Summary of the Invention

[0005] To achieve the above objectives, this application provides the following technical solution: According to a first aspect of the present invention, the present invention claims protection for a method for comprehensive investigation and design of high slopes after landslides and collapses of barrier lakes, comprising: S1 generates a digital elevation model representing the overall topography of the slope based on the slope's full-area topographic image data. It also constructs a three-dimensional real-scene model of the slope based on the slope's multi-view high-resolution image data using a stereo vision matching method. S2, acquire rock mass attribute data and deep rock mass data of key areas of the slope, and spatially register the digital elevation model, the three-dimensional real scene model of the slope, the rock mass attribute data and the deep rock mass data of the slope to construct a comprehensive geological information model of the slope; S3. Based on the distribution characteristics of unstable rock masses and the structural surface characteristics of rock masses in the comprehensive geological information model of the slope, perform geological disaster zoning operation to divide multiple treatment areas; S4. For the top crack area, execute the first treatment plan generation operation to generate a top treatment sub-plan that includes the slope reduction and load reduction range, slope ratio optimization parameters, and anchor cable and anchor bolt support layout. For the middle collapse and fracture area, execute the second treatment plan generation operation to generate a middle treatment sub-plan that includes the shotcrete sealing area, the construction trestle erection path, and the active protection net layout range. For the bottom weak layer area, execute the third treatment plan generation operation to generate a bottom treatment sub-plan that includes the weak layer sealing treatment range and the slag heap pressure area layout. S5, integrate the top treatment sub-scheme, middle treatment sub-scheme and bottom treatment sub-scheme, and output the comprehensive slope treatment scheme.

[0006] Further, S2 includes: Feature points are extracted from the multi-view high-resolution image data of the slope to obtain multiple image feature points; Stereo matching is performed on the image feature points in different images to establish the correspondence between the corresponding points of the feature points; Based on the corresponding points and sensor imaging parameters, the exterior orientation elements and densified point coordinates of the image are calculated by bundle adjustment to generate three-dimensional point cloud data. The three-dimensional point cloud data is used to construct a triangular mesh, and the surface of the constructed triangular mesh is texture-mapped to generate a three-dimensional real-scene model of the slope. The three-dimensional real-scene model of the slope is subjected to graphic recognition to extract the outline of the unstable rock mass and the distribution map of the cracks. The outline of the unstable rock mass and the distribution map of the cracks are used as the basis for dividing the top crack zone and the middle collapse and fracture zone.

[0007] Furthermore, the acquisition of the deep rock mass data of the slope includes the following steps: Obtain the drilling parameters of the drilling equipment installed in the emergency drainage tunnel, the drilling parameters including drilling speed, torque and thrust; Based on the curves showing the variation of drilling parameters with borehole depth, rock mass integrity levels are classified for different depth ranges. Obtain scanned images of core samples collected at set intervals along the wall of the drainage tunnel; Image analysis was performed on the scanned images of the core samples to identify the fracture density, fracture orientation, and filling material characteristics in the core samples; Based on the fracture density, fracture orientation, and filling material characteristics, the depth, thickness, and spatial extension direction of the weak interlayer are determined. Obtain water level and seepage pressure data collected by groundwater monitoring equipment installed in the drainage tunnel; The rock mass integrity level, the depth and thickness of the weak interlayers, and the water level and seepage pressure data are correlated with the three-dimensional coordinates of the drainage tunnel in the slope space to generate a geological profile of the slope interior along the axis of the drainage tunnel, and the geological profile of the slope interior is integrated into the comprehensive geological information model of the slope.

[0008] Further, S3 includes: Digital elevation model data and three-dimensional reality model data of the slope top area are extracted from the comprehensive geological information model of the slope. Topographic curvature analysis was performed on the digital elevation model data and three-dimensional reality model data of the slope crest area to identify abrupt changes in surface slope. Linear features are extracted from the three-dimensional real-scene model data of the slope crest area to identify the trajectory lines of surface tension cracks; Spatial overlay analysis was performed on the abrupt changes in surface slope and the trajectory lines of surface tension cracks to delineate areas with densely developed cracks and steep terrain changes, which were marked as the top crack area. Digital elevation model data and three-dimensional reality model data of the central region of the slope are extracted from the comprehensive geological information model of the slope. Texture feature analysis was performed on the three-dimensional real-scene model data of the middle area of ​​the slope to identify the exposed rock mass area and the deposited area; Rock mass structure planes are identified in the exposed rock mass area, and the attitude, spacing and extension length of the rock mass structure planes are extracted; Based on the attitude, spacing and extension length of the rock mass structural planes, the rock mass integrity coefficient is calculated. When the rock mass integrity coefficient is lower than a preset threshold, the corresponding area is marked as a rock mass fracture zone. By spatially superimposing the rock mass fractured area and the deposited area, the area where the rock mass is fractured and there are collapsed deposits is delineated and marked as the central collapse and fractured area. Extract rock mass attribute data and deep rock mass data of the slope bottom area from the comprehensive geological information model of the slope. Based on the rock mass property data of the bottom area of ​​the slope and the lithological information in the deep rock mass data of the slope, the distribution areas of mudstone, shale or severely weathered soft rock strata are identified. The area where the weak rock strata are distributed is marked as the bottom weak strata area.

[0009] Furthermore, in step S4, a first treatment scheme generation operation is performed for the top crack area to generate a top treatment sub-scheme that includes the slope reduction and load reduction range, slope ratio optimization parameters, and anchor cable and bolt support placement locations, including: Obtain the three-dimensional boundary and volume data of the top crack zone in the integrated geological information model of the slope; Based on the three-dimensional boundary and volume data, combined with the preset slope stability safety factor, the volume of rock mass to be removed and the corresponding slope cutting range boundary line are calculated. Obtain the current slope data of the top crack area, and generate slope ratio optimization parameters based on the current slope data and the preset target stable slope value. The slope ratio optimization parameters include the slope adjustment area that needs to be excavated or backfilled. Obtain the burial depth and spatial distribution of the stable rock strata below the top crack zone in the comprehensive geological information model of the slope; Based on the burial depth and spatial distribution of the stable rock strata, and combined with the preset anchoring length requirements, the layout coordinates, drilling depth, and drilling inclination parameters of the deep anchor cable are generated. Based on the shallow rock mass integrity data of the top crack zone, the installation spacing, installation depth, and installation range parameters of the shallow anchor bolts are generated.

[0010] Furthermore, in step S4, a second remediation plan generation operation is performed for the central collapse and fractured area, generating a central remediation sub-plan that includes a shotcrete-sealed area, a construction trestle erection path, and an active protection net deployment range, including: Obtain the three-dimensional boundary and surface slope data of the central collapse and fracture zone in the integrated geological information model of the slope; Generate the boundary line of the sprayed concrete closed area based on the three-dimensional boundary; Obtain contour data of the central collapse and fracture zone on the slope elevation, and calculate the slope change rate based on the contour data; When the slope change rate exceeds the preset steepness threshold, the construction path of the trestle is generated based on the contour data and the three-dimensional boundary. The construction path is a continuous broken line or curve from the bottom safety zone of the slope to the work point in the middle collapse and fracture zone. Based on the length and turning points of the construction path, the placement points of the trestle piers are generated. Based on the three-dimensional boundary and surface morphology of the central collapse and fracture zone, a polygonal layout range for the active protection net is generated, which covers the estimated trajectory area of ​​the unstable rock mass within the central collapse and fracture zone.

[0011] Furthermore, in step S4, a third treatment scheme generation operation is performed for the bottom weak layer area to generate a bottom treatment sub-scheme that includes the weak layer sealing treatment range and the slag heap placement area, including: Obtain the spatial distribution range and surface outcrop line of the bottom weak layer area in the integrated geological information model of the slope; Based on the surface outcrop line, a boundary line for the weak layer closure treatment is generated, and the boundary line is a closed polygon that encloses the surface outcrop line. Obtain the estimated amount and type of slag generated from excavation operations in other treatment areas of the comprehensive slope treatment plan; Based on the estimated slag volume data, slag type data, and terrain data in front of the bottom weak layer area, calculate the loading range and loading height of the slag footing. A three-dimensional contour of the slag heap layout area is generated based on the slag loading range and slag loading height. The three-dimensional contour is spatially adjacent to the bottom weak layer area and is used to provide anti-slip counter-pressure load.

[0012] Furthermore, the method also includes generating a slope monitoring scheme, including: Obtain the coordinates of the deep anchor cable deployment location in the top treatment sub-scheme; Based on the coordinates of the deep anchor cable deployment location, the first deployment point of the anchor cable force gauge is generated, and the first deployment point is used to monitor the force on the anchor cable; Obtain the coordinates of key points in the comprehensive geological information model of the slope, including the top crack zone, the middle collapse and fracture zone, and the bottom weak layer zone. Based on the coordinates of the key points, a second deployment point for the global navigation satellite system monitoring points is generated. The second deployment point is used to monitor the three-dimensional displacement of the slope surface. To obtain the groundwater monitoring requirements of the bottom weak layer area, the third deployment point of the piezometer is generated within the corresponding weak layer area in the geological profile map inside the slope. The first, second, and third deployment points are associated with the integrated geological information model of the slope to generate an integrated slope monitoring equipment deployment map. Based on the slope monitoring equipment layout diagram, output a monitoring scheme file containing the monitoring equipment type, number, layout coordinates, and monitoring frequency.

[0013] Furthermore, before constructing the comprehensive geological information model of the slope, a reuse exploration operation based on the emergency drainage tunnel is also included. This reuse exploration operation is used to obtain deep rock mass data of the slope, specifically including: Receive input instructions, which are used to mark the spatial coordinate data of the drainage tunnel excavated during the emergency response phase as the axis of the horizontal exploration tunnel; Based on the horizontal exploration tunnel axis, a virtual exploration profile is generated in three-dimensional space; The mobile acquisition platform mounted inside the drainage tunnel is controlled to acquire panoramic images of the tunnel wall rock mass at the corresponding position of the virtual exploration profile according to the set step distance. The panoramic images are stitched together, and the stitched images are automatically identified and their attitude is calculated to generate a distribution map of the rock mass structure of the cave wall. The core drilling rig mounted on the mobile acquisition platform is controlled to drill at a preset depth position on the virtual exploration profile to obtain hyperspectral images of the core samples; Mineral composition analysis was performed on the hyperspectral images of the core samples to generate mineral composition variation curves with depth; Based on the distribution map of the rock mass structure of the cave wall and the curve of the change of mineral composition with depth, the precise location and thickness of the weak interlayer are identified, and the deep rock mass data of the slope are generated.

[0014] Furthermore, prior to S3, the process also includes operations to restore the original terrain before the collapse, including: Obtain reference topographic data of the non-collapsed areas on both sides of the river valley where the slope is located. The reference topographic data includes the slope and topographic relief characteristics of the reference slope. Obtain measured geological plan, frontal and side views of the slope after the collapse; On the measured geological plan, frontal image and side image, identify and mark multiple identical geological feature control points, including strata boundary points, structural plane intersections or fracture endpoints; Based on the two-dimensional coordinates of the geological feature control points in the plan view, front view and side view, establish the spatial correspondence between the three views; Based on the spatial correspondence, the geological information in the plan view is mapped onto the side view, and combined with the reference terrain data, the collapsed terrain surface is geometrically corrected to generate the corrected original terrain surface. The corrected original terrain surface is integrated into the slope integrated geological information model for subsequent generation of geological hazard zoning and treatment schemes.

[0015] This invention discloses a comprehensive survey and design method for high slope management after landslides and collapses in landslide-dammed lakes, belonging to the field of geological disaster management and geotechnical engineering survey and design for landslide-dammed lakes. Based on multi-source data, a comprehensive geological information model of the slope is constructed. The original topography before the collapse is restored by combining three-view geometric projection and valley topography reference. Then, based on the distribution of unstable rock masses and the characteristics of rock mass structural surfaces, the slope is divided into a top crack zone, a middle collapse and fracture zone, and a bottom weak layer zone. For each zone, separate zoned collaborative management sub-schemes are generated, including slope reduction and load reduction with anchor cable and bolt support, shotcrete sealing and active protection netting, and weak layer sealing and slag heaping. The integrated output includes a comprehensive management scheme with monitoring point layout. This invention achieves full-process integration from refined surveying and mechanism inversion to zoned collaborative management and monitoring verification, significantly improving the systematicness and pertinence of high slope management in landslide-dammed lakes. Attached Figure Description

[0016] Figure 1 A flowchart illustrating the survey and design method for comprehensive treatment of high slopes following landslides caused by landslides in a barrier lake, as claimed in this embodiment of the invention. Figure 2 The second workflow diagram of the comprehensive treatment survey and design method for high slopes after landslides and collapses of landslide-dammed lakes, as claimed in this embodiment of the invention; Figure 3 The third workflow diagram of the comprehensive treatment survey and design method for high slopes after landslides following landslides in a barrier lake, as claimed in this embodiment of the invention; Figure 4 The fourth workflow diagram is for a comprehensive survey and design method for high slopes after a landslide caused by a landslide in a barrier lake, as claimed in an embodiment of the present invention. 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 a part of the embodiments of this application, and not all of the embodiments. Based on the embodiments of this application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of this application.

[0018] The terms "first," "second," and "third" in this application are for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined as "first," "second," or "third" may explicitly or implicitly include at least one of that feature. In the description of this application, "multiple" means at least two, such as two, three, etc., unless otherwise explicitly specified. All directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of this application are only used to explain the relative positional relationships and movements between components in a specific orientation (as shown in the figures). If the specific orientation changes, the directional indications also change accordingly. 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 device that includes a series of steps or units is not limited to the listed steps or units, but may optionally include steps or units not listed, or may optionally include other steps or units inherent to these processes, methods, products, or devices.

[0019] In this document, the term "embodiment" means that a particular feature, structure, or characteristic described in connection with an embodiment may be included in at least one embodiment of this application. The appearance of this phrase in various places throughout the specification does not necessarily refer to the same embodiment, nor is it a mutually exclusive, independent, or alternative embodiment. It will be explicitly and implicitly understood by those skilled in the art that the embodiments described herein can be combined with other embodiments.

[0020] According to a first aspect of the present invention, the present invention claims protection for a comprehensive survey and design method for high slope treatment after a landslide caused by a landslide dammed lake, referring to... Figure 1 ,include: S1 generates a digital elevation model representing the overall topography of the slope based on the slope's full-area topographic image data. It also constructs a three-dimensional real-scene model of the slope based on the slope's multi-view high-resolution image data using a stereo vision matching method. S2, acquire rock mass attribute data and deep rock mass data of key areas of the slope, and spatially register the digital elevation model, the three-dimensional real scene model of the slope, the rock mass attribute data and the deep rock mass data of the slope to construct a comprehensive geological information model of the slope; S3. Based on the distribution characteristics of unstable rock masses and the structural surface characteristics of rock masses in the comprehensive geological information model of the slope, perform geological disaster zoning operation to divide multiple treatment areas; S4. For the top crack area, execute the first treatment plan generation operation to generate a top treatment sub-plan that includes the slope reduction and load reduction range, slope ratio optimization parameters, and anchor cable and anchor bolt support layout. For the middle collapse and fracture area, execute the second treatment plan generation operation to generate a middle treatment sub-plan that includes the shotcrete sealing area, the construction trestle erection path, and the active protection net layout range. For the bottom weak layer area, execute the third treatment plan generation operation to generate a bottom treatment sub-plan that includes the weak layer sealing treatment range and the slag heap pressure area layout. S5, integrate the top treatment sub-scheme, middle treatment sub-scheme and bottom treatment sub-scheme, and output the comprehensive slope treatment scheme.

[0021] In this embodiment, topographic image data of the entire slope area is acquired through UAV mapping technology. The topographic image data of the entire slope area includes continuous aerial photographs with geographic reference covering the entire high slope area. Acquire high-resolution multi-view image data of slopes by oblique photography technology. The high-resolution multi-view image data of slopes includes high-definition digital images of the same ground feature taken from multiple different angles, and each image has corresponding shooting posture parameters. The acquired topographic image data of the entire slope is input into the digital photogrammetry processing module. The module performs image matching and aerial triangulation to generate a digital elevation model that represents the overall topography of the slope. The digital elevation model is in the form of a regular grid, and each grid point has three-dimensional spatial coordinates. The acquired multi-view high-resolution image data of the slope is input into the 3D reconstruction processing module. In this module, feature points are first extracted from the input images to obtain a set of feature points evenly distributed across each image. Then, based on the overlap relationship between the images, stereo matching is performed on the feature points in different images to establish the correspondence between the same feature points in different images. Next, based on the established correspondence between the same points and the shooting posture parameters of the images, the bundle adjustment algorithm is used to perform overall calculation to solve for the precise exterior orientation elements of each image and the 3D coordinates of all feature points, generating a 3D sparse point cloud. After that, based on the 3D sparse point cloud, a multi-view stereo vision algorithm is used for dense matching to generate a 3D dense point cloud. Finally, the 3D dense point cloud is subjected to surface meshing to generate a 3D mesh model, and the 3D mesh model is automatically textured to assign the texture information of the original image to the mesh surface, constructing a 3D real-scene model of the slope. The 3D real-scene model of the slope is used to characterize the surface texture of the slope and the geometric shape and spatial distribution of the unstable rock mass. Obtain rock mass attribute data of key areas of slope through ground geological survey technology. The rock mass attribute data is a digital record formed by on-site measurement and recording of key parts of the slope that can be reached by manpower using geological compasses and rangefinders. Specifically, it includes lithology name, dip angle of rock strata, structural surface type and occurrence. Acquire deep rock mass data of the slope through monitoring equipment installed in the emergency drainage tunnel. The deep rock mass data of the slope includes rock mass integrity index, distribution location and thickness of weak interlayers of the rock core samples obtained by drilling rock cores at set intervals in the drainage tunnel, and continuously recording groundwater level data and seepage pressure data through water level gauges and piezometers installed in the drainage tunnel. The generated digital elevation model, the constructed 3D real-scene model of the slope, the acquired rock mass attribute data, and the acquired deep rock mass data of the slope are imported into the geographic information system platform. Using a unified spatial coordinate system as the benchmark, spatial registration and overlay operations are performed to integrate all data into the same 3D spatial framework and construct a comprehensive geological information model of the slope. In the integrated geological information model of the slope, a geological hazard zoning operation is performed based on the distribution characteristics and structural features of the unstable rock masses. This zoning operation specifically includes: first, extracting the spatial coordinates, volume, and boundary information of the unstable rock masses from the model; second, extracting the attitude, spacing, and extension length of the structural planes of the rock masses; and then, based on the density of the unstable rock masses and the development degree of the structural planes, combined with the preset zoning rules, dividing the slope into multiple treatment areas, including at least a top crack zone, a middle collapse and fracture zone, and a bottom weak layer zone. For the identified top crack zone, the first treatment scheme generation operation is performed. This operation specifically includes: calculating the earthwork volume and spatial range of the slope reduction and load reduction required based on the three-dimensional boundary and volume data of the top crack zone in the model; determining the specific parameters for slope ratio optimization based on the current slope data of the top crack zone and the preset stable slope ratio requirements; and generating the layout coordinates, drilling depth and inclination angle of deep anchor cables, as well as the layout spacing, depth and range of shallow anchor rods, based on the burial depth of the stable rock layer below the top crack zone and the preset anchoring depth requirements, thereby generating the top treatment sub-scheme. For the central collapsed and fractured zone, a second treatment plan generation operation is performed. This operation specifically includes: generating the specific range line for shotcrete closure based on the three-dimensional boundary of the central collapsed and fractured zone in the model; automatically planning the construction trestle path from the bottom of the slope to the area based on the steepness of the slope of the central collapsed and fractured zone, if the slope exceeds a preset threshold, and generating the placement points of the trestle piers; generating the layout polygon of the active protection net based on the distribution of unstable rock masses and possible collapse trajectories in the central collapsed and fractured zone, thereby generating the central treatment sub-plan. For the identified bottom weak layer area, the third treatment scheme generation operation is performed. This operation specifically includes: generating the boundary line of the weak layer closure treatment range based on the spatial distribution range of the bottom weak layer area in the model; obtaining the estimated amount of slag generated by excavation in other areas in this comprehensive treatment scheme; calculating the slag pile load range and load height of the slag pile foot based on the slag pile load and the terrain space in front of the bottom weak layer area; generating the three-dimensional outline of the slag pile foot layout area; and thus generating the bottom treatment sub-scheme. The generated top treatment sub-schemes, middle treatment sub-schemes, and bottom treatment sub-schemes are integrated, and the spatial connection relationship of each sub-scheme is simultaneously displayed and verified in the slope integrated geological information model. After confirming that there are no conflicts, the comprehensive slope treatment scheme containing all design parameters and drawings is output.

[0022] Furthermore, referring to Figure 2 S2 includes: Feature points are extracted from the multi-view high-resolution image data of the slope to obtain multiple image feature points; Stereo matching is performed on the image feature points in different images to establish the correspondence between the corresponding points of the feature points; Based on the corresponding points and sensor imaging parameters, the exterior orientation elements and densified point coordinates of the image are calculated by bundle adjustment to generate three-dimensional point cloud data. The three-dimensional point cloud data is used to construct a triangular mesh, and the surface of the constructed triangular mesh is texture-mapped to generate a three-dimensional real-scene model of the slope. The three-dimensional real-scene model of the slope is subjected to graphic recognition to extract the outline of the unstable rock mass and the distribution map of the cracks. The outline of the unstable rock mass and the distribution map of the cracks are used as the basis for dividing the top crack zone and the middle collapse and fracture zone.

[0023] In this embodiment, for each multi-view high-resolution image of a slope input to the computer, a scale-invariant feature transformation algorithm is used to detect extreme points as candidate feature points in multiple scale spaces of the image, and a principal direction is assigned to each feature point to generate a feature description vector with rotation invariance. For any two images with overlapping areas, calculate the Euclidean distance between the feature description vectors of all feature points in one image and the feature description vectors of all feature points in the other image. The two feature points with the closest distance and less than a preset threshold are identified as a pair of corresponding points, and a preliminary correspondence between corresponding points is established. The random sampling consensus algorithm is adopted to iteratively and randomly select several pairs of corresponding points from the established preliminary corresponding point correspondence. The fundamental matrix between the two images is calculated based on these points. Then, the projection error of all corresponding points relative to the fundamental matrix is ​​calculated. Outer points with excessive errors are removed, and inner points that meet the geometric constraints are retained. The final corresponding point correspondence is optimized and confirmed. The initial values ​​are the confirmed correspondences of all corresponding points, the camera station coordinates recorded by the GPS and the shooting attitude angles recorded by the inertial measurement unit in each image, and input into the bundle adjustment solver. The solver constructs a large sparse equation set with the object space coordinates of all corresponding points and the exterior orientation elements of all images as unknowns. By minimizing the sum of squares of the image-side back projection errors of all corresponding points, the accurate exterior orientation elements and densification point coordinates are solved iteratively to generate a three-dimensional sparse point cloud. For each sparse point generated, a fixed-size window is defined on the image-side projection position of the point in the multiple original images associated with it. Matching pixels are searched along the epipolar direction on the multiple images, the normalized cross-correlation value between pixels is calculated, and the pixel with the highest correlation is selected as the corresponding point to generate a high-density 3D dense point cloud. For the generated 3D dense point cloud, the Poisson surface reconstruction algorithm is used to construct a continuous, non-porous triangular mesh model, which is composed of a large number of triangular patches, approximating the real surface morphology. For each triangular facet in the constructed triangular mesh model, based on its spatial position and normal, select one image from multiple original images that has the best imaging angle, the highest resolution, and is not occluded. Extract the texture information of the corresponding area on the image and map it onto the triangular facet through affine transformation to complete the texture mapping of the entire model and generate the final 3D real-world model of the slope. The generated 3D real-world model of the slope is input into the image recognition module. This module first performs curvature analysis on the model, extracting areas with drastic changes in curvature on the model surface as potential cracks or boundaries. Then, it performs color and texture analysis on the model, segmenting the exposed rock mass area based on the pre-defined differences in spectral characteristics between the rock mass, vegetation, and soil. Within the exposed rock mass area, based on curvature and geometric features, a region growing algorithm is used to extract the outline of the unstable rock mass, and Hough transform or similar algorithms are used to extract linear features, generating a crack distribution map. Finally, the extracted unstable rock mass outline and crack distribution map are used as independent layer data and output for subsequent division of the top crack zone and the middle collapse and fracture zone.

[0024] Furthermore, the acquisition of the deep rock mass data of the slope includes the following steps: Obtain the drilling parameters of the drilling equipment installed in the emergency drainage tunnel, the drilling parameters including drilling speed, torque and thrust; Based on the curves showing the variation of drilling parameters with borehole depth, rock mass integrity levels are classified for different depth ranges. Obtain scanned images of core samples collected at set intervals along the wall of the drainage tunnel; Image analysis was performed on the scanned images of the core samples to identify the fracture density, fracture orientation, and filling material characteristics in the core samples; Based on the fracture density, fracture orientation, and filling material characteristics, the depth, thickness, and spatial extension direction of the weak interlayer are determined. Obtain water level and seepage pressure data collected by groundwater monitoring equipment installed in the drainage tunnel; The rock mass integrity level, the depth and thickness of the weak interlayers, and the water level and seepage pressure data are correlated with the three-dimensional coordinates of the drainage tunnel in the slope space to generate a geological profile of the slope interior along the axis of the drainage tunnel, and the geological profile of the slope interior is integrated into the comprehensive geological information model of the slope.

[0025] In this embodiment, the computer receives drilling parameters uploaded in real time by a digital core drilling rig installed in the emergency drainage tunnel during the drilling process. The drilling parameters include drilling speed, rotational torque, and feed thrust values ​​recorded at centimeter intervals with the drilling depth. The computer sorts the received drilling parameters according to the drilling depth and generates drilling speed-depth curves, torque-depth curves, and thrust-depth curves. It performs comprehensive analysis on these three curves to identify abnormal fluctuation ranges on the curves, such as ranges where drilling speed suddenly drops or torque suddenly increases. These ranges are initially marked as zones of rock mass integrity changes or possible locations of weak interlayers. The computer receives instructions from the core scanner installed in the drainage tunnel. After the drilling rig completes a round of drilling and retrieves the core, it controls the core scanner to perform a 360-degree rotation scan of the core sample to obtain a high-definition circumferential digital image of the outer surface of the core sample, and stitches them together in depth order to form a continuous core columnar scan image. Image analysis was performed on the acquired continuous core column scan images. First, the images were converted into grayscale images. Then, an edge detection algorithm was used to identify linear features in the images. By analyzing the density, length, and tangency of the linear features, the number of fractures per unit length was counted, and the fracture density variation curve with depth was obtained. Simultaneously, by utilizing the brightness and shadow variations of the core in the images, a shape-from-shadow algorithm or structured light 3D reconstruction technology was used to restore the local micro-topography of the core surface. This allowed the dip and dip angle of the fracture surface to be calculated, generating fracture attitude data. Based on the generated fracture density curve and fracture orientation data, combined with the identified abnormal fluctuation intervals, the accurate location of the weak interlayer is comprehensively determined. Specifically, continuous depth intervals where the fracture density is consistently higher than the background value and drilling parameters show significant anomalies are identified as the depth location of the weak interlayer; the spatial extension direction of the weak interlayer is inferred based on the consistency of fracture orientation within this interval; and the thickness of the weak interlayer is determined by measuring the thickness of this interval in the core image. The computer receives data in real time from multiple groundwater monitoring devices installed at different cross-sections within the drainage tunnel. The monitoring devices include vibrating wire piezometers and automatic water level recorders. The received data includes groundwater elevation, pore water pressure, and water temperature at each monitoring point. The computer correlates all acquired data, including abnormal drilling parameter ranges, rock mass integrity grade sequences, depth and thickness of weak interlayers, fracture orientation, groundwater level, and seepage pressure, with the drainage tunnel's three-dimensional coordinates on the slope. Specifically, based on the borehole's three-dimensional coordinates and borehole trajectory, the precise three-dimensional coordinates of the depth point corresponding to each data point are calculated. Then, using the drainage tunnel's axis as a reference, these point data are interpolated and profiled along the tunnel's axis to generate a two-dimensional geological profile of the slope's interior along the drainage tunnel's axis. This profile clearly shows the lithological changes of the surrounding rock mass, the degree of fracture development, the distribution of weak interlayers, and the fluctuations in the groundwater level. The generated geological profile of the slope interior along the drainage tunnel axis is imported as an independent data layer and precisely registered into the constructed integrated geological information model of the slope. It is then seamlessly integrated with the surface topography and image data in the model to complete the integration of deep rock mass data of the slope.

[0026] Further, S3 includes: Digital elevation model data and three-dimensional reality model data of the slope top area are extracted from the comprehensive geological information model of the slope. Topographic curvature analysis was performed on the digital elevation model data and three-dimensional reality model data of the slope crest area to identify abrupt changes in surface slope. Linear features are extracted from the three-dimensional real-scene model data of the slope crest area to identify the trajectory lines of surface tension cracks; Spatial overlay analysis was performed on the abrupt changes in surface slope and the trajectory lines of surface tension cracks to delineate areas with densely developed cracks and steep terrain changes, which were marked as the top crack area. Digital elevation model data and three-dimensional reality model data of the central region of the slope are extracted from the comprehensive geological information model of the slope. Texture feature analysis was performed on the three-dimensional real-scene model data of the middle area of ​​the slope to identify the exposed rock mass area and the deposited area; Rock mass structure planes are identified in the exposed rock mass area, and the attitude, spacing and extension length of the rock mass structure planes are extracted; Based on the attitude, spacing and extension length of the rock mass structural planes, the rock mass integrity coefficient is calculated. When the rock mass integrity coefficient is lower than a preset threshold, the corresponding area is marked as a rock mass fracture zone. By spatially superimposing the rock mass fractured area and the deposited area, the area where the rock mass is fractured and there are collapsed deposits is delineated and marked as the central collapse and fractured area. Extract rock mass attribute data and deep rock mass data of the slope bottom area from the comprehensive geological information model of the slope. Based on the rock mass property data of the bottom area of ​​the slope and the lithological information in the deep rock mass data of the slope, the distribution areas of mudstone, shale or severely weathered soft rock strata are identified. The area where the weak rock strata are distributed is marked as the bottom weak strata area.

[0027] In this embodiment, digital elevation model raster data and three-dimensional real-scene model data of the slope top area are extracted from the slope integrated geological information model according to the preset slope top elevation threshold. Neighborhood analysis is performed on the extracted digital elevation model raster data to calculate the elevation difference between each raster cell and its surrounding cells, generating a slope map. The slope map is then differentiated twice to generate a topographic curvature map. Points with maximum curvature values ​​are identified and marked as abrupt changes in surface slope, which typically correspond to steep cliff edges or crack boundaries. For the extracted 3D real-scene model data of the slope top area, a linear feature enhancement filter is applied to highlight the linear concavity feature of the model surface; then, a linear feature extraction algorithm based on graph cut or Hough transform is used to extract continuous linear feature pixels from the enhanced image and vectorize them to form the trajectory lines of the surface tension cracks. The identified abrupt changes in surface slope and the extracted trajectories of surface tension cracks are imported into the same vector layer for spatial overlay analysis. The density of abrupt changes within the buffer zone of each crack trajectory is calculated. When the density exceeds a preset threshold, the crack and a certain area on both sides are initially delineated as a densely developed crack zone. Combined with the slope data of this area, if the slope is also greater than a preset steep slope threshold, this area is finally confirmed as the top crack zone. From the integrated geological information model of the slope, based on the preset elevation range of the middle part of the slope, the digital elevation model data and three-dimensional real scene model data of the middle part of the slope are extracted. Texture feature analysis was performed on the extracted 3D real-world model data of the central region. Specifically, the model was converted into a false-color synthetic image, and spectral indices such as the normalized vegetation index and the normalized differential water index were used to segment the image into vegetation-covered areas, water bodies, and exposed rock and soil areas by setting thresholds. Areas with vegetation coverage below the threshold and no water body coverage were identified as exposed rock areas, while the rest were identified as areas covered by sediment. For the identified exposed rock mass areas, further rock mass structural plane identification is performed. On the surface of the 3D model of the exposed rock mass area, a region-growing-based patch segmentation algorithm is used to divide the model into several approximate planar small patches. Then, cluster analysis is performed on these small patches, merging adjacent small patches with similar normal directions to form larger structural planes. The dip direction, dip angle, area, and intersection relationship with other structural planes of each merged structural plane are calculated. Based on the spacing and extension length of the structural planes, the rock mass integrity coefficient of the area is estimated. When the calculated rock mass integrity coefficient is lower than the preset integrity threshold, the exposed rock mass area is marked as a rock mass fractured area. The identified deposited area and the marked rock mass fractured area are spatially superimposed. If an area belongs to both a rock mass fractured area and its adjacent deposited area, and is located on a steep slope, then the area is designated as the central collapse fractured area. From the integrated geological information model of the slope, based on the preset elevation range of the slope bottom, rock mass attribute data of the bottom area of ​​the slope and deep rock mass data of the slope containing information on weak interlayers are extracted. In the extracted bottom area data, the lithology name field is retrieved, and areas whose lithology is recorded as mudstone, shale, phyllite, or strongly weathered granite, etc., from the preset list of weak lithologies are selected from the vector layer. Simultaneously, the depth and thickness information of weak interlayers marked on the slope deep rock mass data are extracted and projected onto the slope surface or near the ground surface. These two sets of information are spatially merged to generate the distribution range of all potential weak rock layers within the bottom area. The distribution range of the potential weak rock layers, combined with the terrain slope of the bottom area (which is usually gentle), is identified as the bottom weak layer area.

[0028] Furthermore, referring to Figure 2 S4, targeting the top crack area, performs a first treatment scheme generation operation, generating a top treatment sub-scheme that includes the slope reduction and load reduction range, slope ratio optimization parameters, and anchor cable and bolt support placement locations, including: Obtain the three-dimensional boundary and volume data of the top crack zone in the integrated geological information model of the slope; Based on the three-dimensional boundary and volume data, combined with the preset slope stability safety factor, the volume of rock mass to be removed and the corresponding slope cutting range boundary line are calculated. Obtain the current slope data of the top crack area, and generate slope ratio optimization parameters based on the current slope data and the preset target stable slope value. The slope ratio optimization parameters include the slope adjustment area that needs to be excavated or backfilled. Obtain the burial depth and spatial distribution of the stable rock strata below the top crack zone in the comprehensive geological information model of the slope; Based on the burial depth and spatial distribution of the stable rock strata, and combined with the preset anchoring length requirements, the layout coordinates, drilling depth, and drilling inclination parameters of the deep anchor cable are generated. Based on the shallow rock mass integrity data of the top crack zone, the installation spacing, installation depth, and installation range parameters of the shallow anchor bolts are generated.

[0029] In this embodiment, the computer retrieves the three-dimensional boundary vector polygon of the top crack zone and the digital elevation model data within the polygon from the integrated geological information model of the slope, and calculates the total volume of the area. Simultaneously, based on the outline of the unstable rock mass identified by the three-dimensional reality model, the total volume of the unstable rock mass within the area is calculated. The computer calculates the total volume of the unstable rock mass as the minimum volume of rock mass to be removed. Combining this with the topographic slope aspect of the top crack zone and the preset overall slope stability safety factor requirements, it uses slope stability analysis software to perform simulations and determine one or more slope reduction and load reduction schemes. Each scheme includes a new topographic surface after slope reduction. The earthwork volume between the original and new topographic surfaces is calculated. If this earthwork volume is greater than or equal to the total volume of the unstable rock mass and the stability of the new topographic surface meets the requirements, the scheme is retained. Finally, the computer selects the scheme with the smallest earthwork volume and projects the boundary line between its corresponding new and original topographic surfaces onto the ground, generating the boundary line of the slope reduction and load reduction range. The computer acquires the current average slope data of the top crack area and extracts the average slope value of the new slope from the determined new topographic surface after slope cutting. The difference between this new slope value and the original slope, as well as the specific change parameters of the new slope in different directions, are used to generate the slope ratio optimization parameter. This parameter contains a vector data describing the slope adjustment, indicating which areas need to be excavated and which areas need to be backfilled to form the target slope. The computer extracts the geological profile of the deep part of the area from the integrated geological information model of the slope, and identifies the top surface burial depth contour map of the stable rock layer (such as fresh bedrock) with good rock mass integrity located below the top crack area; Based on the obtained data on the burial depth of the top surface of the stable rock layer, and combined with the preset depth requirements for the anchor cables to penetrate the stable rock layer (e.g., a minimum penetration depth of 8 meters), the computer generates a grid of anchor points within the planar projection area of ​​the top crack zone, using preset row spacing and intervals (e.g., 4 meters × 4 meters). For each anchor point, the vertical depth from the ground surface to the top surface of the stable rock layer is calculated, and this is added to the preset anchoring section length to obtain the total borehole depth at that point. Then, based on the surface slope and the attitude of the stable rock layer at that point, the optimal borehole inclination and azimuth are calculated to ensure that the anchor cables can penetrate the main structural plane vertically or achieve the best anchoring effect. The computer packages the location coordinates, borehole depths, borehole inclination angles, and azimuth parameters of all anchor points to generate a dataset of deep anchor cable placement locations. The computer acquires shallow rock mass integrity data of the top fracture zone from a generated fracture distribution map. Based on fracture density, the top fracture zone is divided into different rock mass quality zones. For areas with high fracture density, a denser anchor spacing (e.g., 2m x 2m) is set, while for areas with low fracture density, a sparser spacing (e.g., 3m x 3m) is set. Then, using the new topographic surface after slope trimming as a basis, the computer generates the anchor placement depth (typically several meters to tens of meters) at each anchor placement point according to the preset anchor type (e.g., full-length bonded type), and generates a shallow anchor placement scheme by combining the placement range, spacing, and depth parameters of all anchors.

[0030] Furthermore, referring to Figure 3 S4, targeting the central collapsed and fractured area, executes a second treatment plan generation operation, generating a central treatment sub-plan that includes a shotcrete-sealed area, a construction trestle erection path, and an active protection net deployment range, including: Obtain the three-dimensional boundary and surface slope data of the central collapse and fracture zone in the integrated geological information model of the slope; Generate the boundary line of the sprayed concrete closed area based on the three-dimensional boundary; Obtain contour data of the central collapse and fracture zone on the slope elevation, and calculate the slope change rate based on the contour data; When the slope change rate exceeds the preset steepness threshold, the construction path of the trestle is generated based on the contour data and the three-dimensional boundary. The construction path is a continuous broken line or curve from the bottom safety zone of the slope to the work point in the middle collapse and fracture zone. Based on the length and turning points of the construction path, the placement points of the trestle piers are generated. Based on the three-dimensional boundary and surface morphology of the central collapse and fracture zone, a polygonal layout range for the active protection net is generated, which covers the estimated trajectory area of ​​the unstable rock mass within the central collapse and fracture zone.

[0031] In this embodiment, the computer retrieves the three-dimensional boundary polygon of the central collapse and fracture zone from the integrated geological information model of the slope, as well as the three-dimensional real-world model within the polygon, to obtain the precise outline and surface morphology of the area. Based on this outline, the scope line of the shotcrete sealing area is directly generated. This scope line is a closed polygonal line or curve that completely encloses all the fractured rock mass and deposits that need protection. The computer performs slope analysis on the acquired 3D reality model of the area, generating a high-precision slope raster map. The slope distribution within the area is statistically analyzed, the average slope and maximum slope are calculated, and the slope data is used as a basis for judging the difficulty of construction. The computer sets a slope threshold (e.g., 60 degrees). When the calculated average or maximum slope of the area exceeds this threshold, it determines that a construction trestle needs to be erected. The computer then activates the path planning module, which first converts the DEM data of the entire slope into a accessibility cost raster. The steeper the slope, the higher the accessibility cost. Next, the starting point of the path planning is set to the already determined end point of the construction road at the bottom of the slope, and the end point is the center of the collapse and fracture zone in the middle or one of the pre-defined work platform locations. The path planning module uses a shortest path algorithm (such as the A* algorithm) to search the accessibility cost raster for a path from the starting point to the end point that minimizes the cumulative accessibility cost. This path is the generated construction trestle erection path, which automatically bypasses impassable areas such as cliffs and deep ditches. The computer decomposes the generated path line according to its length and turning points. At each turning point and at regular intervals (e.g., 10 meters) along the straight sections, a placement point for a pier is set. For each point, the computer generates a treatment suggestion for the pier foundation based on the local terrain slope (e.g., whether manual leveling or concrete foundation pouring is required). The computer generates the deployment range of the active protection net based on the three-dimensional boundary polygon of the central collapse and fracture zone and the distribution map of unstable rock masses within the area. First, the centroid of each unstable rock mass is designated as a potential rockfall source. Second, based on the average slope and slope length of the area, rockfall kinematics simulation software (integrated into the computer) is used to simulate the trajectory of rocks released from each source point, obtaining the envelope of the maximum impact range of the rocks on the slope. Finally, the generated shotcrete enclosure line, the rockfall impact range envelope, and the boundary polygon of the collapse and fracture zone are superimposed and merged, and their union is taken to generate a final deployment polygon for the active protection net, ensuring that this polygon covers all possible rockfall movement areas.

[0032] Furthermore, referring to Figure 4 S4, targeting the bottom weak layer area, performs a third treatment scheme generation operation to generate a bottom treatment sub-scheme that includes the weak layer sealing treatment range and the slag heap placement area, including: Obtain the spatial distribution range and surface outcrop line of the bottom weak layer area in the integrated geological information model of the slope; Based on the surface outcrop line, a boundary line for the weak layer closure treatment is generated, and the boundary line is a closed polygon that encloses the surface outcrop line. Obtain the estimated amount and type of slag generated from excavation operations in other treatment areas of the comprehensive slope treatment plan; Based on the estimated slag volume data, slag type data, and terrain data in front of the bottom weak layer area, calculate the loading range and loading height of the slag footing. A three-dimensional contour of the slag heap layout area is generated based on the slag loading range and slag loading height. The three-dimensional contour is spatially adjacent to the bottom weak layer area and is used to provide anti-slip counter-pressure load.

[0033] In this embodiment, the computer retrieves the spatial distribution range of the bottom weak layer zone from the integrated geological information model of the slope. This range consists of one or more polygons. Simultaneously, it extracts the outcrop lines of these polygons on the ground surface, i.e., the intersection lines of the polygons with the ground surface. The computer generates the boundary line for the weak layer sealing treatment based on the extracted surface outcrop line. Specifically, a parallel buffer zone is generated by extending a certain distance (e.g., 2-5 meters) outwards from the outcrop line. The areas enclosed by all the buffer zones and the outcrop line itself are merged to form a closed planar area for construction sealing treatment. This area is the working surface for subsequent grouting or covering with impermeable materials. The computer reads the estimated excavation volume data generated by the determined slope cutting and load reduction range, as well as the excavation volume data generated by other possible areas (such as the construction of construction roads), from the storage module of this comprehensive management plan. At the same time, it obtains the lithological classification data of these excavated materials, filters out the harder stone chips that can be used as footing materials, and counts their total amount; The computer uses the total amount of usable slag as input, combined with topographic data (mainly contour lines) in front of the weak bottom layer, to design the stability of the slag heel. The computer activates a load optimization module, which aims to maximize the stability of the slag heel itself (load slope not exceeding the angle of repose) and the anti-sliding force provided by the slag heel to the slope. Within a preset load area (open area in front of the weak bottom layer), the module automatically adjusts the shape, height, and slope of the load carrier, calculating the overall slope stability safety factor under different load schemes. When the safety factor meets the design requirements, the three-dimensional profile of the load carrier corresponding to that scheme is recorded. The computer will generate the optimized three-dimensional profile of the stack carrier into three-dimensional profile data of the slag footing area in the form of contour lines or three-dimensional polygon mesh. This data clearly indicates the range of the slag, the top elevation, the slope and other key parameters, and ensures that the spatial position of the area is adjacent to the bottom weak layer, so as to effectively provide anti-sliding counter-pressure load.

[0034] Furthermore, the method also includes generating a slope monitoring scheme, including: Obtain the coordinates of the deep anchor cable deployment location in the top treatment sub-scheme; Based on the coordinates of the deep anchor cable deployment location, the first deployment point of the anchor cable force gauge is generated, and the first deployment point is used to monitor the force on the anchor cable; Obtain the coordinates of key points in the comprehensive geological information model of the slope, including the top crack zone, the middle collapse and fracture zone, and the bottom weak layer zone. Based on the coordinates of the key points, a second deployment point for the global navigation satellite system monitoring points is generated. The second deployment point is used to monitor the three-dimensional displacement of the slope surface. To obtain the groundwater monitoring requirements of the bottom weak layer area, the third deployment point of the piezometer is generated within the corresponding weak layer area in the geological profile map inside the slope. The first, second, and third deployment points are associated with the integrated geological information model of the slope to generate an integrated slope monitoring equipment deployment map. Based on the slope monitoring equipment layout diagram, output a monitoring scheme file containing the monitoring equipment type, number, layout coordinates, and monitoring frequency.

[0035] In this embodiment, the computer reads the borehole coordinates of each anchor cable from the generated dataset of deep anchor cable deployment locations. Based on preset monitoring sections and representativeness principles (such as selecting the anchor cable with the highest stress on each main profile line, or densely selecting in areas with dense cracks), the anchor cable boreholes where anchor cable force gauges need to be installed are selected. These selected anchor cable borehole coordinates are then labeled with a force gauge symbol to generate the first deployment points for the anchor cable force gauges. These points are used to monitor long-term stress changes in the anchor cables after treatment. The computer extracts key geometric feature points from the integrated geological information model of the slope, focusing on the top crack zone (especially the rear cracks), the middle collapse and fracture zone (especially at the boundary of the protective netting and the junction of steep and gentle slopes), and the bottom weak layer zone (near the leading edge of the slag heap). These feature points can be obtained by automatically identifying abrupt topographic changes or by manually marking them in the 3D model. The computer then filters the 3D coordinates of these feature points according to the deployment requirements of the Global Navigation Satellite System (GNSS) monitoring points (such as requiring an open and unobstructed view), eliminating points that may be obstructed by vegetation or terrain. The selected point coordinates are used to generate a second deployment of GNSS monitoring points, which are used for real-time monitoring of the horizontal displacement and vertical settlement of the slope surface. The computer obtains the groundwater level monitoring requirements corresponding to the bottom weak layer area from the generated geological profile map of the slope along the drainage tunnel axis. Based on the location of the weak layer and the groundwater level line on the profile map, the computer automatically generates multiple virtual monitoring well locations within a certain range above and below the top surface of the weak layer. These well locations are projected onto the ground surface or inside the drainage tunnel to generate the third deployment points for piezometers. These points are used for long-term monitoring of groundwater level changes and pore water pressure in the weak layer area to evaluate the effectiveness of sealing treatment measures. The computer will import and associate the generated first, second, and third deployment points as new vector layers into the slope integrated geological information model. Each point will be accompanied by an attribute table containing information such as point number, monitoring equipment type, installation location description, monitoring frequency, and early warning threshold level. Based on the generated integrated slope monitoring equipment layout plan, the computer automatically generates a monitoring plan document. This document includes a general layout plan indicating the location of all monitoring points; detailed installation instructions and large-scale drawings for each monitoring point; a list of parameters such as type, number, range, and accuracy of all monitoring equipment; a monitoring frequency plan that specifies the frequency of intensive monitoring during the construction period and initial operation, as well as regular monitoring during long-term operation; finally, this document is packaged with the comprehensive slope management plan document and exported together.

[0036] Furthermore, before constructing the comprehensive geological information model of the slope, a reuse exploration operation based on the emergency drainage tunnel is also included. This reuse exploration operation is used to obtain deep rock mass data of the slope, specifically including: Receive input instructions, which are used to mark the spatial coordinate data of the drainage tunnel excavated during the emergency response phase as the axis of the horizontal exploration tunnel; Based on the horizontal exploration tunnel axis, a virtual exploration profile is generated in three-dimensional space; The mobile acquisition platform mounted inside the drainage tunnel is controlled to acquire panoramic images of the tunnel wall rock mass at the corresponding position of the virtual exploration profile according to the set step distance. The panoramic images are stitched together, and the stitched images are automatically identified and their attitude is calculated to generate a distribution map of the rock mass structure of the cave wall. The core drilling rig mounted on the mobile acquisition platform is controlled to drill at a preset depth position on the virtual exploration profile to obtain hyperspectral images of the core samples; Mineral composition analysis was performed on the hyperspectral images of the core samples to generate mineral composition variation curves with depth; Based on the distribution map of the rock mass structure of the cave wall and the curve of the change of mineral composition with depth, the precise location and thickness of the weak interlayer are identified, and the deep rock mass data of the slope are generated.

[0037] In this embodiment, the computer receives instructions input by the engineering designer, which specify the spatial coordinate data of a drainage tunnel that has been built during the emergency response phase, and marks and renames it as the horizontal exploration tunnel axis in the three-dimensional geological model. Based on the determined horizontal exploration tunnel axis, the computer generates a series of virtual exploration profiles perpendicular to the tunnel axis in three-dimensional space, using the axis as a reference and at preset intervals (e.g., 20 meters). Each virtual exploration profile's intersection with the tunnel axis has precise three-dimensional coordinates. The computer sends control commands, including movement paths and docking points, to a mobile data acquisition platform (such as a tracked robot) mounted inside the drainage tunnel via a wireless communication module. The platform is controlled to move to the intersection of each generated virtual exploration profile and dock precisely. Once the mobile data acquisition platform docks at the designated location, the high-definition panoramic camera system on the computer control platform activates, capturing multi-angle images of the cave wall (including the ceiling, side walls, and floor) at the current location. The camera system automatically transmits the captured images back to the computer in real time. The computer performs real-time stitching of multiple images of the tunnel wall from the same location but different angles to generate a complete 360-degree panoramic image of the tunnel wall. Then, the stitched panoramic image undergoes geometric correction to ensure consistent scale, and is imported into an automatic structural surface recognition module. This module uses image processing technology to automatically trace the traces of fractures on the panoramic image. Based on the curve shape of the traces and the three-dimensional coordinates of the point on the tunnel wall, it calculates and interprets the dip, dip angle, spacing, and opening of each structural surface, ultimately generating a vector map of the tunnel wall rock mass structural surface distribution for that profile. After acquiring images of a cross-section, the computer-controlled mobile acquisition platform's built-in miniature coring drill, according to a preset drilling depth (e.g., 3-5 meters into the borehole wall), drills and extracts core samples at designated locations within the cross-section (such as areas with dense structural planes or lithological changes). Once the drill successfully obtains the core sample, it automatically moves the core to the hyperspectral imager within the platform. A computer-controlled hyperspectral imager continuously scans the core sample, acquiring a cube of hyperspectral images of the core in the visible to near-infrared bands. The computer processes the hyperspectral image cube, matching it with a built-in standard mineral spectral library to identify the types and relative contents of different mineral components in the core, and generates a mineral composition variation curve along the length of the core. This curve clearly indicates the presence of anomalies such as clay mineral enrichment (a marker of weak interlayers). The computer binds the generated map of the cave wall rock mass structure and the mineral composition variation curve to the three-dimensional coordinates of the current profile. Through comprehensive analysis, for example, in depth ranges where the structure is extremely well-developed and the mineral composition curve shows a peak in clay minerals, the existence, precise location, and thickness of weak interlayers can be accurately identified and recorded. The computer stores all these analysis results as deep rock mass data of the slope for that profile in a database.

[0038] Furthermore, prior to S3, the process also includes operations to restore the original terrain before the collapse, including: Obtain reference topographic data of the non-collapsed areas on both sides of the river valley where the slope is located. The reference topographic data includes the slope and topographic relief characteristics of the reference slope. Obtain measured geological plan, frontal and side views of the slope after the collapse; On the measured geological plan, frontal image and side image, identify and mark multiple identical geological feature control points, including strata boundary points, structural plane intersections or fracture endpoints; Based on the two-dimensional coordinates of the geological feature control points in the plan view, front view and side view, establish the spatial correspondence between the three views; Based on the spatial correspondence, the geological information in the plan view is mapped onto the side view, and combined with the reference terrain data, the collapsed terrain surface is geometrically corrected to generate the corrected original terrain surface. The corrected original terrain surface is integrated into the slope integrated geological information model for subsequent generation of geological hazard zoning and treatment schemes.

[0039] In this embodiment, the computer obtains digital elevation models and remote sensing images of the non-collapsed areas on both sides of the river valley where the slope is located from the integrated geological information model of the slope and its surrounding geographic information database, and extracts typical topographic feature parameters such as typical topographic angles, slopes, aspects, and valley densities of these areas. The computer receives and imports the measured geological plan of the slope after the collapse (usually a vector image in AutoCAD format), high-resolution frontal images taken from a fixed position, and high-resolution side images taken from a certain distance from the side. The imported geological plan view, frontal image, and side view are simultaneously displayed on the computer screen. Through manual interaction or automatic recognition algorithms, multiple identical geological feature points are identified and marked as control points on the three images. These include points such as the intersection of the upper and lower interfaces of the same rock stratum with topographic lines, the outcrop points of the same large structural surface in different views, and the endpoints of the back wall of a landslide. The computer records the two-dimensional pixel coordinates of each control point on its corresponding image (for the image) or on the drawing (for the plan view). The computer constructs the spatial correspondence of the same control point in the three views based on three sets of two-dimensional coordinates obtained from the three views. This relationship is similar to the geometric constraints between three projected points obtained by projecting a three-dimensional point onto three orthogonal planes. The computer uses the established spatial correspondence of multiple control points to calculate a projection transformation matrix from planar coordinates to side view coordinates. Using this matrix, the computer can batch and automatically map all vectorized geological information (such as stratum boundaries, fault lines, and fracture lines) from the geological planar map onto the side view, thereby constructing a preliminary profile outline with geological interpretation on the side view. The computer compares the geological contours obtained from the side view with the slope characteristics of the reference terrain on both banks. In the landslide area, the original terrain should generally conform to the trend of the stable terrain on both banks. The computer uses surface fitting or energy minimization algorithms, with the stable terrain on both banks as boundary conditions, to "repair" or "straighten" the landslide terrain, gradually correcting the initial contour of the terrain lines to smoothly transition with the changing trend of the reference terrain, and finally generating a corrected original terrain surface that conforms to geological laws and geomorphological logic. The computer generates and corrects the original terrain surface as a new, independent layer, which is then precisely overlaid onto the existing integrated geological information model of the slope. This layer will be used in subsequent steps, especially in landslide mechanism analysis, parameter inversion, and stability calculations, to replace the collapsed terrain and more accurately reconstruct the initial stress state and geological structure of the slope.

[0040] In the several embodiments provided in this application, it should be understood that the disclosed systems, apparatuses, and methods can be implemented in other ways. For example, the apparatus embodiments described above are merely illustrative; for instance, the division of units is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the coupling or direct coupling or communication connection shown or discussed may be through some interfaces, or indirect coupling or communication connection between apparatuses or units, and may be electrical, mechanical, or other forms.

[0041] Furthermore, the functional units in the various embodiments of this application can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated units described above can be implemented in hardware or as software functional units. The above are merely embodiments of this application and do not limit the patent scope of this application. Any equivalent structural or procedural transformations made based on the description and drawings of this application, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this application.

[0042] The specific embodiments of the invention have been described in detail above, but they are only examples, and this application is not limited to the specific embodiments described above. For those skilled in the art, any equivalent modifications or substitutions to the invention are also within the scope of this application. Therefore, all equivalent changes, modifications, and improvements made without departing from the spirit and principles of this application should be covered within the scope of this application.

Claims

1. A method for comprehensive investigation and design of high slopes after landslides and collapses of barrier lakes, characterized in that, include: S1 generates a digital elevation model representing the overall topography of the slope based on the slope's full-area topographic image data. It also constructs a three-dimensional real-scene model of the slope based on the slope's multi-view high-resolution image data using a stereo vision matching method. S2, acquire rock mass attribute data and deep rock mass data of key areas of the slope, and spatially register the digital elevation model, the three-dimensional real scene model of the slope, the rock mass attribute data and the deep rock mass data of the slope to construct a comprehensive geological information model of the slope; S3. Based on the distribution characteristics of unstable rock masses and the structural surface characteristics of rock masses in the comprehensive geological information model of the slope, perform geological disaster zoning operation to divide multiple treatment areas; S4. For the top crack area, execute the first treatment plan generation operation to generate a top treatment sub-plan that includes the slope reduction and load reduction range, slope ratio optimization parameters, and anchor cable and anchor bolt support layout. For the middle collapse and fracture area, execute the second treatment plan generation operation to generate a middle treatment sub-plan that includes the shotcrete sealing area, the construction trestle erection path, and the active protection net layout range. For the bottom weak layer area, execute the third treatment plan generation operation to generate a bottom treatment sub-plan that includes the weak layer sealing treatment range and the slag heap pressure area layout. S5, integrate the top treatment sub-scheme, middle treatment sub-scheme and bottom treatment sub-scheme, and output the comprehensive slope treatment scheme.

2. The method according to claim 1, characterized in that, The S2 includes: Feature points are extracted from the multi-view high-resolution image data of the slope to obtain multiple image feature points; Stereo matching is performed on the image feature points in different images to establish the correspondence between the corresponding points of the feature points; Based on the corresponding points and sensor imaging parameters, the exterior orientation elements and densified point coordinates of the image are calculated by bundle adjustment to generate three-dimensional point cloud data. The three-dimensional point cloud data is used to construct a triangular mesh, and the surface of the constructed triangular mesh is texture-mapped to generate a three-dimensional real-scene model of the slope. The three-dimensional real-scene model of the slope is subjected to graphic recognition to extract the outline of the unstable rock mass and the distribution map of the cracks. The outline of the unstable rock mass and the distribution map of the cracks are used as the basis for dividing the top crack zone and the middle collapse and fracture zone.

3. The method according to claim 1, characterized in that, The acquisition of deep rock mass data of the slope includes the following steps: Obtain the drilling parameters of the drilling equipment installed in the emergency drainage tunnel, the drilling parameters including drilling speed, torque and thrust; Based on the curves showing the variation of drilling parameters with borehole depth, rock mass integrity levels are classified for different depth ranges. Obtain scanned images of core samples collected at set intervals along the wall of the drainage tunnel; Image analysis was performed on the scanned images of the core samples to identify the fracture density, fracture orientation, and filling material characteristics in the core samples; Based on the fracture density, fracture orientation, and filling material characteristics, the depth, thickness, and spatial extension direction of the weak interlayer are determined. Obtain water level and seepage pressure data collected by groundwater monitoring equipment installed in the drainage tunnel; The rock mass integrity level, the depth and thickness of the weak interlayers, and the water level and seepage pressure data are correlated with the three-dimensional coordinates of the drainage tunnel in the slope space to generate a geological profile of the slope interior along the axis of the drainage tunnel, and the geological profile of the slope interior is integrated into the comprehensive geological information model of the slope.

4. The method according to claim 1, characterized in that, The S3 includes: Digital elevation model data and three-dimensional reality model data of the slope top area are extracted from the comprehensive geological information model of the slope. Topographic curvature analysis was performed on the digital elevation model data and three-dimensional reality model data of the slope crest area to identify abrupt changes in surface slope. Linear features are extracted from the three-dimensional real-scene model data of the slope crest area to identify the trajectory lines of surface tension cracks; Spatial overlay analysis was performed on the abrupt changes in surface slope and the trajectory lines of surface tension cracks to delineate areas with densely developed cracks and steep terrain changes, which were marked as the top crack area. Digital elevation model data and three-dimensional reality model data of the central region of the slope are extracted from the comprehensive geological information model of the slope. Texture feature analysis was performed on the three-dimensional real-scene model data of the middle area of ​​the slope to identify the exposed rock mass area and the deposited area; Rock mass structure planes are identified in the exposed rock mass area, and the attitude, spacing and extension length of the rock mass structure planes are extracted; Based on the attitude, spacing and extension length of the rock mass structural planes, the rock mass integrity coefficient is calculated. When the rock mass integrity coefficient is lower than a preset threshold, the corresponding area is marked as a rock mass fracture zone. By spatially superimposing the rock mass fractured area and the deposited area, the area where the rock mass is fractured and there are collapsed deposits is delineated and marked as the central collapse and fractured area. Extract rock mass attribute data and deep rock mass data of the slope bottom area from the comprehensive geological information model of the slope. Based on the rock mass property data of the bottom area of ​​the slope and the lithological information in the deep rock mass data of the slope, the distribution areas of mudstone, shale or severely weathered soft rock strata are identified. The area where the weak rock strata are distributed is marked as the bottom weak strata area.

5. The method according to claim 1, characterized in that, S4, targeting the top crack area, performs a first treatment scheme generation operation, generating a top treatment sub-scheme that includes the slope reduction and load reduction range, slope ratio optimization parameters, and anchor cable and bolt support placement locations, including: Obtain the three-dimensional boundary and volume data of the top crack zone in the integrated geological information model of the slope; Based on the three-dimensional boundary and volume data, combined with the preset slope stability safety factor, the volume of rock mass to be removed and the corresponding slope cutting range boundary line are calculated. Obtain the current slope data of the top crack area, and generate slope ratio optimization parameters based on the current slope data and the preset target stable slope value. The slope ratio optimization parameters include the slope adjustment area that needs to be excavated or backfilled. Obtain the burial depth and spatial distribution of the stable rock strata below the top crack zone in the comprehensive geological information model of the slope; Based on the burial depth and spatial distribution of the stable rock strata, and combined with the preset anchoring length requirements, the layout coordinates, drilling depth, and drilling inclination parameters of the deep anchor cable are generated. Based on the shallow rock mass integrity data of the top crack zone, the installation spacing, installation depth, and installation range parameters of the shallow anchor bolts are generated.

6. The method according to claim 1, characterized in that, S4, targeting the central collapse and fractured area, executes a second treatment plan generation operation, generating a central treatment sub-plan that includes a shotcrete-sealed area, a construction trestle erection path, and the scope of active protection netting deployment, including: Obtain the three-dimensional boundary and surface slope data of the central collapse and fracture zone in the integrated geological information model of the slope; Generate the boundary line of the sprayed concrete closed area based on the three-dimensional boundary; Obtain contour data of the central collapse and fracture zone on the slope elevation, and calculate the slope change rate based on the contour data; When the slope change rate exceeds the preset steepness threshold, the construction path of the trestle is generated based on the contour data and the three-dimensional boundary. The construction path is a continuous broken line or curve from the bottom safety zone of the slope to the work point in the middle collapse and fracture zone. Based on the length and turning points of the construction path, the placement points of the trestle piers are generated. Based on the three-dimensional boundary and surface morphology of the central collapse and fracture zone, a polygonal layout range for the active protection net is generated, which covers the estimated trajectory area of ​​the unstable rock mass within the central collapse and fracture zone.

7. The method according to claim 1, characterized in that, S4 performs a third treatment scheme generation operation on the bottom weak layer area, generating a bottom treatment sub-scheme that includes the weak layer sealing treatment range and the area for the slag heap foot placement, including: Obtain the spatial distribution range and surface outcrop line of the bottom weak layer area in the integrated geological information model of the slope; Based on the surface outcrop line, a boundary line for the weak layer closure treatment is generated, and the boundary line is a closed polygon that encloses the surface outcrop line. Obtain the estimated amount and type of slag generated from excavation operations in other treatment areas of the comprehensive slope treatment plan; Based on the estimated slag volume data, slag type data, and terrain data in front of the bottom weak layer area, calculate the loading range and loading height of the slag footing. A three-dimensional contour of the slag heap layout area is generated based on the slag loading range and slag loading height. The three-dimensional contour is spatially adjacent to the bottom weak layer area and is used to provide anti-slip counter-pressure load.

8. The method according to claim 1, characterized in that, The method also includes generating a slope monitoring scheme, including: Obtain the coordinates of the deep anchor cable deployment location in the top treatment sub-scheme; Based on the coordinates of the deep anchor cable deployment location, the first deployment point of the anchor cable force gauge is generated, and the first deployment point is used to monitor the force on the anchor cable; Obtain the coordinates of key points in the comprehensive geological information model of the slope, including the top crack zone, the middle collapse and fracture zone, and the bottom weak layer zone. Based on the coordinates of the key points, a second deployment point for the global navigation satellite system monitoring points is generated. The second deployment point is used to monitor the three-dimensional displacement of the slope surface. To obtain the groundwater monitoring requirements of the bottom weak layer area, the third deployment point of the piezometer is generated within the corresponding weak layer area in the geological profile map inside the slope. The first, second, and third deployment points are associated with the integrated geological information model of the slope to generate an integrated slope monitoring equipment deployment map. Based on the slope monitoring equipment layout diagram, output a monitoring scheme file containing the monitoring equipment type, number, layout coordinates, and monitoring frequency.

9. The method according to claim 1, characterized in that, Before constructing the comprehensive geological information model of the slope, a reuse exploration operation based on the emergency drainage tunnel is also included. This reuse exploration operation is used to obtain deep rock mass data of the slope, specifically including: Receive input instructions, which are used to mark the spatial coordinate data of the drainage tunnel excavated during the emergency response phase as the axis of the horizontal exploration tunnel; Based on the horizontal exploration tunnel axis, a virtual exploration profile is generated in three-dimensional space; The mobile acquisition platform mounted inside the drainage tunnel is controlled to acquire panoramic images of the tunnel wall rock mass at the corresponding position of the virtual exploration profile according to the set step distance. The panoramic images are stitched together, and the stitched images are automatically identified and their attitude is calculated to generate a distribution map of the rock mass structure of the cave wall. The core drilling rig mounted on the mobile acquisition platform is controlled to drill at a preset depth position on the virtual exploration profile to obtain hyperspectral images of the core samples; Mineral composition analysis was performed on the hyperspectral images of the core samples to generate mineral composition variation curves with depth; Based on the distribution map of the rock mass structure of the cave wall and the curve of the change of mineral composition with depth, the precise location and thickness of the weak interlayer are identified, and the deep rock mass data of the slope are generated.

10. The method according to claim 1, characterized in that, Prior to S3, the process also includes restoring the original terrain before the collapse, including: Obtain reference topographic data of the non-collapsed areas on both sides of the river valley where the slope is located. The reference topographic data includes the slope and topographic relief characteristics of the reference slope. Obtain measured geological plan, frontal and side views of the slope after the collapse; On the measured geological plan, frontal image and side image, identify and mark multiple identical geological feature control points, including strata boundary points, structural plane intersections or fracture endpoints; Based on the two-dimensional coordinates of the geological feature control points in the plan view, front view and side view, establish the spatial correspondence between the three views; Based on the spatial correspondence, the geological information in the plan view is mapped onto the side view, and combined with the reference terrain data, the collapsed terrain surface is geometrically corrected to generate the corrected original terrain surface. The corrected original terrain surface is integrated into the slope integrated geological information model for subsequent generation of geological hazard zoning and treatment schemes.

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