Reconnaissance and evaluation method, equipment and medium for railway engineering to pass through high and steep bank slope area

Abstract

The invention discloses an investigation and evaluation method for railway engineering crossing a high and steep bank slope area, and aims to solve the problems of incomplete investigation and inaccurate evaluation of the high and steep bank slope area. According to the method, a systematized process is formed by constructing five logic progressive stages: firstly, carrying out regional geology and line collaborative analysis, and macroscopically avoiding an unfavorable geological area; secondly, preliminarily identifying an unfavorable geologic body by using a remote sensing technology, and optimizing a line trend; a multi-precision unmanned aerial vehicle is adopted for investigation, and fine three-dimensional information of the dangerous terrain is safely and efficiently obtained; then, comprehensive investigation is carried out under the guidance, and the system obtains physical mechanics and structural characteristics of the rock-soil body; and finally, based on detailed investigation data, carrying out stability comprehensive evaluation by fusing qualitative analysis, discrete element simulation and / or three-dimensional numerical simulation so as to output optimization suggestions of the abutment and the pile foundation. According to the method, the discrete technology is integrated into a standard process, so that the systematicness and scientificity of investigation and evaluation and the reliability of engineering decision are remarkably improved.

Description

Technical Field

[0001] This application relates to the field of railway engineering geological investigation and geotechnical engineering assessment technology, specifically to a method for systematic investigation, comprehensive stability evaluation and optimized layout of bridge piers and abutments for railway engineering projects traversing high and steep slope areas with complex terrain and harsh geological conditions. Background Technology

[0002] As my country's railway network extends into the complex mountainous regions of the west, the lines inevitably need to traverse numerous deep canyons. Bridges spanning such terrain often become key projects controlling the technical feasibility and economic rationality of the entire line. Steep slope areas typically feature rugged terrain, complex geological structures, and unfavorable geological developments (such as unstable rocks, unloading fissures, and karst), posing significant challenges to the site selection and stability assessment of bridge piers and abutments.

[0003] Currently, the railway industry lacks a unified and systematic approach to the survey and assessment of such special bridge sites. Conventional bridge survey standards are insufficient to meet the specific needs of steep slope areas, and survey methods are often limited (e.g., over-reliance on drilling), making it difficult to obtain geological information on the overall slope and key components. Assessment methods often rely on engineering experience or simple qualitative analysis, with insufficient research on the deformation and failure mechanisms of slopes under bridge loads, leading to significant uncertainties and safety risks in pier and abutment location selection and pile foundation design. Complex projects often rely on "specialized studies," which are costly, time-consuming, and the results are difficult to standardize and promote for widespread application.

[0004] Therefore, there is an urgent need to propose a systematic approach that integrates advanced survey technology, multi-source information fusion, and multi-method comprehensive evaluation to scientifically, efficiently, and economically solve the challenges of survey, design, and safety assessment in railway engineering projects that cross steep slope areas. Summary of the Invention

[0005] This application aims to overcome the shortcomings of existing technologies and provide a systematic, process-oriented method for the investigation and evaluation of high and steep slope areas in railway engineering, combining qualitative and quantitative approaches. To achieve the above objective, the core of the technical solution adopted in this application is a multi-stage, progressive, data-driven method for the investigation and evaluation of railway engineering crossings of high and steep slope areas, with a closed-loop evaluation and optimization mechanism, specifically including the following:

[0006] In a first aspect, embodiments of this application provide a method for surveying and evaluating railway engineering projects traversing steep slope areas, including:

[0007] S1. Based on regional geological data and route plans, identify structural, fault and / or hydrogeological features to guide the route to avoid unfavorable geological areas.

[0008] S2. Identify unfavorable geological areas such as dangerous rocks, rock piles, and / or unloading fissures through remote sensing interpretation and preliminary geological mapping to guide route optimization;

[0009] S3. Using UAV oblique photography and 3D LiDAR scanning, multi-precision data collection is carried out on the canyon and its banks to obtain information on canyon topography, river bottom and / or dangerous rocks at high and steep locations.

[0010] S4. Based on the information collected in S3, conduct geological mapping, geophysical exploration, drilling, trenching, borehole testing, field tests and / or laboratory tests to obtain the physical, mechanical and structural characteristics of the bank slope rock and soil.

[0011] S5. Based on the physical, mechanical and structural characteristics of the slope rock and soil obtained in S4, simulate rockfall, analyze the overall stability of the slope, analyze the deformation and failure modes of the rock mass and / or perform three-dimensional numerical simulation, comprehensively evaluate the stability of the slope under natural and loaded conditions, and output optimization suggestions for pier location and pile length.

[0012] Furthermore, in S3, a collaborative UAV survey mode of "strip-shaped general survey + close-range detailed survey" is adopted, specifically including:

[0013] First, a strip-shaped UAV oblique photography and 3D LiDAR scan of the entire canyon were conducted to identify potential bridge foundations.

[0014] Then, a low-altitude close-range flight was conducted on the bank slope at the potential bridge foundation to obtain a three-dimensional model and point cloud data with centimeter-level accuracy.

[0015] Furthermore, in S5, the simulation of dangerous rockfalls adopts the method of "three-dimensional terrain + dynamic simulation + risk zoning", specifically including:

[0016] Based on the real three-dimensional terrain obtained by S3, combined with the comprehensive analysis of the failure mode of the unstable rock mass, the trajectory of falling rocks, bounce height and / or impact energy are calculated, and the risk level is classified according to the probability and energy of falling rocks.

[0017] Furthermore, in S5, the comprehensive evaluation of bank slope stability adopts a triple analysis framework of "qualitative + quantitative + numerical simulation," specifically including:

[0018] Qualitative analysis, based on field investigation, data analysis and / or stereographic projection, qualitatively analyzes the overall stability of the bank slope;

[0019] Quantitative analysis was conducted using the discrete element method to analyze the deformation and failure modes of the slope rock mass, including the deformation and failure characteristics of the slope rock mass under natural conditions and bridge load.

[0020] Numerical simulation was conducted using finite difference analysis software to establish a three-dimensional numerical simulation model of the riverbank slope. The rock mass mechanical behavior characteristics of the riverbank slope before and after bridge construction were analyzed, the influence of bridge load on the rock mass mechanical behavior of the riverbank slope were obtained, and the mechanical response of the riverbank slope rock mass under natural working conditions and bridge load conditions was analyzed.

[0021] Furthermore, in S4, for soluble rock formations, a drilling deployment strategy of "four-corner positioning + dynamic densification + inclined hole tracking" is adopted, specifically including:

[0022] Drill holes were arranged at the four corners of the pier, and the number of drill holes was dynamically increased according to the karst development.

[0023] Inclined holes are arranged on the inclined structural surface to track the direction of cave extension.

[0024] Furthermore, in S4, the borehole test adopts a combination of "CT scan + three-dimensional laser + imaging technology" to comprehensively evaluate the integrity of the pile bottom and surrounding rock mass, the size of the karst cave and / or the characteristics of the fractures; and further introduces an image recognition algorithm based on artificial intelligence to automatically identify and count fractures from the borehole television and ultrasonic imaging data.

[0025] Furthermore, in S2, InSAR time series analysis technology and multispectral remote sensing fusion method are introduced to conduct large-scale surface deformation monitoring and lithology identification, and to assist in screening potentially unstable slope sections.

[0026] Furthermore, it also includes:

[0027] Establish a dynamic risk assessment system based on multi-source data fusion and machine learning algorithms. Through the fusion analysis of real-time monitoring data and historical survey data, dynamic prediction and early warning of bank slope stability can be achieved.

[0028] Secondly, embodiments of this application provide an electronic device, including: one or more processors;

[0029] A memory for storing one or more programs; when the one or more programs are executed by the one or more processors, the one or more processors are able to perform the steps in the exploration and evaluation method described in any of the preceding claims.

[0030] Thirdly, embodiments of this application provide a computer-readable medium storing a computer program, which, when executed by a processor, can implement the steps in the exploration and evaluation method described in any of the preceding claims.

[0031] This application discloses a method for surveying and evaluating railway engineering projects traversing steep slope areas, aiming to solve the problems of incomplete surveys and inaccurate evaluations in such areas. The method forms a systematic process through five logically progressive stages: First, a collaborative analysis of regional geology and the railway line is conducted to macroscopically avoid unfavorable geological zones; second, remote sensing technology is used to initially identify unfavorable geological bodies and optimize the route alignment; then, multi-precision UAV surveys are employed to safely and efficiently acquire detailed three-dimensional information on rugged terrain; next, guided by this information, a comprehensive survey is conducted to systematically acquire the physical, mechanical, and structural characteristics of the soil and rock masses; finally, based on detailed survey data, qualitative analysis, discrete element simulation, and / or three-dimensional numerical simulation are integrated to conduct a comprehensive stability evaluation, thereby outputting optimization suggestions for piers and pile foundations. By integrating discrete technologies into a standard process, this method significantly improves the systematicness, scientific rigor, and reliability of engineering decisions in surveying and evaluation. Attached Figure Description

[0032] Figure 1 A core flowchart of a method for surveying and evaluating railway engineering crossings of steep slopes provided in this application embodiment;

[0033] Figure 2 This is a structural block diagram of an electronic device provided in an embodiment of this application. Detailed Implementation

[0034] To enable those skilled in the art to better understand the technical solutions of this application, exemplary embodiments of this application are described below with reference to the accompanying drawings, including various details of the embodiments of this application to aid understanding. These should be considered merely exemplary. Therefore, those skilled in the art should recognize that various changes and modifications can be made to the embodiments described herein without departing from the scope and spirit of this application. Similarly, for clarity and conciseness, descriptions of well-known functions and structures are omitted in the following description. Unless otherwise specified, the various embodiments of this application and the features within those embodiments can be combined with each other.

[0035] As used herein, the term "and / or" includes any and all combinations of one or more of the associated enumerated entries. The terminology used herein is for describing particular embodiments only and is not intended to limit the application. As used herein, the singular forms "a" and "the" are also intended to include the plural forms, unless the context clearly indicates otherwise. It should also be understood that when the terms "comprising" and / or "made of" are used herein, the presence of the stated feature, integral, step, operation, element, and / or component is specified, but the presence or addition of one or more other features, integrals, steps, operations, elements, components, and / or groups thereof is not excluded. Terms such as "connected" or "linked" are not limited to physical or mechanical connections but can include electrical connections, whether direct or indirect.

[0036] Unless otherwise specified, all terms used in this application (including technical and scientific terms) have the same meaning as commonly understood by one of ordinary skill in the art. It should also be understood that terms such as those defined in commonly used dictionaries should be interpreted as having a meaning consistent with their meaning in the context of the relevant art and this application, and will not be interpreted as having an idealized or overly formal meaning, unless expressly so defined in this application.

[0037] As national transportation infrastructure development extends to the western mountainous regions, geological hazards in these areas have become a significant geological risk affecting the construction and operation safety of linear projects such as railways. In the process of selecting railway routes in mountainous areas under various challenging control factors, it is inevitable to cross canyons, and bridges spanning canyons often become an important factor in controlling the route selection.

[0038] Bridges spanning canyons often feature long spans, which are constrained by factors such as stiffness and track curvature. These factors determine not only the bridge's technical specifications and cost but also critical route selection conditions like speed limits. The size of the bridge span is influenced not only by the canyon topography but also by the location of the bridge piers on either side of the canyon. Therefore, how to survey and evaluate the location of bridges spanning canyons has become a pressing technical problem that needs to be solved in the evaluation of railways in mountainous areas with steep slopes.

[0039] Currently, railway standards do not have specific requirements for the investigation of steep bridge foundation slopes, and the investigation of ordinary bridges and bridge slopes is no longer sufficient to meet the assessment requirements. At the same time, there is no unified method for assessing the stability of bridge foundations. Therefore, complex long-span canyon bridges often require special work to ensure the stability of the slopes.

[0040] In summary, existing technologies suffer from uncertainties in the investigation and assessment of steep slope areas, lack a fixed system for reference, and the completeness of investigation and assessment work is limited by the experience and skill level of technical personnel. Therefore, to meet the needs of railway engineering in the investigation and assessment of steep slope areas, a comprehensive method for the investigation and assessment of such areas in railway engineering should be studied to provide reference and convenience for railway industry professionals.

[0041] Given the current lack of a unified method for the investigation and evaluation of steep and high riverbank slopes in the railway industry, and the difficulties in analyzing the stability of riverbank slopes for long-span bridge piers, this application proposes a comprehensive method for the investigation and evaluation of steep and high riverbank slopes in railway engineering. This method is both feasible and applicable, and focuses on solving the following key technical problems:

[0042] (1) In the investigation of steep slopes, due to the bridge spanning the canyon and the steep terrain on both sides, the terrain makes it difficult for traditional geological survey personnel to reach the site and obtain survey data for important locations such as piers; the traditional geophysical survey layout of karst bridges also lacks geophysical interpretation data for sections near the steep cliffs because geophysical personnel cannot reach the site; traditional drilling can only obtain the geological conditions of the pile locations, and the properties of the soil and rock between the piles are difficult to determine; the slope stability assessment easily overlooks the wide tension cracks at the leading edge of the slope top. Optimizing and improving traditional survey methods to improve the survey effect and the accuracy of geological data acquisition is the key technical problem that this application should first solve.

[0043] (2) The span of a bridge affects the cost and key technical indicators. At present, in addition to basic conditions such as terrain and clearance, it is extremely important to provide geological personnel with suggestions on the location of large-span piers and abutments. How to determine the appropriate pier and abutment location through preliminary work in the railway industry is the second key technical problem that this application should solve.

[0044] (3) Research on a comprehensive method for the investigation and evaluation of high and steep slope areas in railway engineering, as a reference method for geological practitioners in the railway industry, must be feasible to implement at present and reliable in conclusion. This is another key technical problem that this application needs to solve.

[0045] In one embodiment of the site investigation and assessment of a major railway bridge spanning a deeply incised canyon, the proposed railway needs to cross a deeply incised "V"-shaped canyon, approximately 180 m deep, with natural slopes of 50°-70° on both banks, and some areas consisting of cliffs. The riverbanks are composed of medium-thick layers of limestone interbedded with shale. The region has experienced intense tectonic activity, with well-developed unloading fissures and unstable rock formations, and karst hazards exist in the limestone area. (Reference) Figure 1 A specific method for surveying and evaluating railway engineering projects crossing steep slope areas may include the following steps.

[0046] Step S1, Regional Geological and Route Co-analysis Stage: Based on regional geological data and route plans, identify tectonic, fault, and / or hydrogeological features to guide the route to avoid unfavorable geological areas. Specifically, based on regional geological data and the route plan, investigate and analyze the activity characteristics of the project area's tectonic structures and faults, as well as the regional hydrological background, to guide the route plan to avoid areas with well-developed tectonic structures and faults as much as possible.

[0047] Specifically, 1:50,000 regional geological maps, seismic zoning maps, and hydrogeological reports were collected. Analysis revealed that the initial route plan was close to a secondary branch of a regional fault. Further analysis, combined with regional stress field simulation, predicted that the fault's influence zone would be approximately 300 m wide and located in a water-rich area. Therefore, a route optimization suggestion was proposed, shifting the bridge site approximately 250 m inwards into the mountainside, thus largely avoiding the direct influence zone of the fault. This conclusion served as the basis for all subsequent exploration work.

[0048] Step S2, Preliminary Remote Sensing and Geological Identification Stage: Through remote sensing interpretation and preliminary geological mapping, identify unfavorable geological areas with dangerous rockfalls, rock piles, and / or unloading fissures to guide route optimization. This involves conducting large-scale remote sensing interpretation and preliminary mapping to initially determine sections with unfavorable geological development such as dangerous rockfalls, rock piles, and unloading fissures, guiding route plans to avoid severely developed unfavorable geological areas that are difficult to prevent.

[0049] Specifically, high-resolution satellite imagery (such as WorldView-3) and Sentinel-1 SAR data were acquired. Multispectral lithology classification was performed to preliminarily delineate the distribution range of soft rock (shale). SAR data from the past three years were processed, revealing an area of ​​approximately 2000 m² on the upper-middle right bank of the bridge site after optimization. 2 In this region, the average annual deformation rate reaches 8-12 mm / year, indicating a potentially unstable body. Preliminary ground mapping was conducted to verify the remote sensing interpretation results. The deformation area identified by InSAR was marked as "Key Exploration Area A," and the shale outcrop area was marked as "Potentially Weak Zone B" to guide the key deployment of subsequent exploration work.

[0050] Step S3, Refined Topographic and Geological Information Acquisition Stage: Using UAV oblique photography and 3D LiDAR scanning, multi-precision data acquisition is conducted on the canyon and its banks to obtain information on canyon topography, riverbed, and / or dangerous rocks at steep locations. Specifically, for the canyon to be crossed by the proposed bridge, large aircraft are used to conduct strip-shaped UAV oblique photography and 3D LiDAR scanning to obtain preliminary data on canyon topography, riverbed, and dangerous rocks at steep locations; close-range flight is then conducted on the preliminarily selected bridge foundation slopes to obtain more precise oblique photography and point cloud data.

[0051] Strip survey: Using a large UAV platform, flight routes were planned along the canyon's direction at an altitude of 200 m to acquire oblique photogrammetric models (with an accuracy of approximately 10 cm) and laser point cloud data of the entire canyon and a 500 m radius on both sides. A canyon DSM (Digital Surface Model) was quickly generated for overall terrain analysis and preliminary bridge selection.

[0052] Close-up and detailed investigation: For the "key survey area A" and the two potential pier locations (P1-P4) on the left and right banks, small multi-rotor UAVs were used to conduct ultra-low-altitude (20-50 m above the slope) close-up flight and three-dimensional laser scanning to generate a real-scene three-dimensional model and dense point cloud with an accuracy better than 3 cm.

[0053] Multiple unloading fractures with an opening of 5-20 cm and their combination relationships were clearly identified from the close-up model within "Key Exploration Area A"; the volume of an isolated unstable rock mass near pier P2 was accurately measured (approximately 85 m³). 3(and shape). This high-precision data is directly used for detailed mapping and point layout in step S4 and rockfall simulation in step S5.

[0054] Step S4, Comprehensive Investigation and Soil and Rock Mass Characterization Stage: Based on the information collected in Step S3, conduct geological mapping, geophysical exploration, drilling, trenching, borehole testing, field tests and / or laboratory tests to obtain the physical, mechanical and structural characteristics of the slope soil and rock mass.

[0055] Detailed geological mapping: Guided by a UAV 3D model, a detailed manual mapping was conducted on "Key Investigation Area A," "Potential Weak Zone B," and the areas surrounding P1-P4. A fracture statistical rose diagram was created to verify and supplement the UAV identification results. This involved a detailed manual geological mapping of the initially selected bridge site area, focusing on the development of unstable rocks and falling rocks on the upper slope, as well as the development of unfavorable structural surfaces such as unloading fractures.

[0056] Integrated exploration of air, ground, and borehole:

[0057] Space-based information fusion: using the UAV 3D model as the spatial positioning basis for all ground operations.

[0058] Ground geophysical exploration: High-density electrical resistivity and seismic refraction profiles are laid out on the bank slope to preliminarily delineate the low-resistivity / low-velocity zones of karst development and the thickness of the weathered layer. Using geophysical exploration, transverse survey lines and longitudinal survey lines are laid out for the proposed bridge and its piers to determine the development of karst and fissures at the piers.

[0059] Drilling and Intelligent Drilling: Utilizing engineering geological drilling, boreholes are deployed at the pier and foundation excavation slopes to determine the lithology and rock mass integrity of the foundation bearing stratum. When the strata are soluble, boreholes are preferentially placed at the four corners. Additional boreholes are added based on karst development. Furthermore, depending on the bridge type and joint characteristics, inclined boreholes are added as necessary to further clarify the stratigraphic structure. The following explanation uses pier P2 (located in a limestone area) as an example.

[0060] Step 1: Arrange 4 vertical holes (ZK1-ZK4) according to the "four corners positioning" principle.

[0061] Step 2: ZK2 exposed a cave (approximately 2 m high) at a depth of 15 m. The "dynamic densification" strategy was immediately activated, and ZK5 and ZK6 were added in the possible extension directions of the cave (determined based on the direction of the joints in the area).

[0062] Step 3: To track a dominant structural plane (its orientation has been inferred from mapping and geophysical exploration), a 60° inclined borehole ZK7 is installed.

[0063] Ultimately, the spatial distribution pattern of karst within a depth of approximately twice the pile diameter below pier P2 was basically determined through seven boreholes.

[0064] Using trenches, trenches are excavated from the surface along the route to expose rock layers covered by soil or severely weathered, allowing for a detailed investigation of the fissure development of the bank slope rock mass.

[0065] Comprehensive borehole testing: For boreholes (ZK2, ZK5) that encountered karst caves, in-hole electromagnetic CT scanning was performed to reconstruct the karst cave morphology in three dimensions. For key boreholes, in-hole television imaging was used to acquire high-definition video of the borehole walls. In short, in-hole testing, such as in-hole electromagnetic CT, was used to determine the development of karst and fissures at the pile bottom; three-dimensional laser scanning was used to determine the size and extent of the karst cavities; and in-hole television and ultrasonic imaging were used to further determine the development of joints and fissures in the pile foundation.

[0066] Field and laboratory tests: Large-area direct shear tests were conducted on shale interlayers within the exploratory trench; rock samples were taken for laboratory uniaxial compressive strength and triaxial shear tests; rock block sizes estimated using UAV models guided the placement of field rebound test sites. Specifically, field rebound tests were used to further determine the quality of the pile foundation rock mass based on the tested rock block size; large shear tests were conducted on bedding slopes to further determine the physical and mechanical parameters of the bedding planes. Finally, laboratory tests were used to determine the physical and mechanical characteristics of the rock.

[0067] Preferably, an image recognition model based on U-Net convolutional neural network is developed to automatically identify borehole video frames, mark fractures, dissolution grooves, lithological interfaces, etc., and automatically calculate parameters such as fracture dip angle, spacing, and opening, generating digital borehole columnar section and statistical report. The efficiency can be improved by more than 90% compared with manual methods.

[0068] Step S5, Comprehensive Stability Evaluation and Optimization Suggestions: Based on the physical, mechanical and structural characteristics of the slope rock and soil obtained in Step S4, simulate rockfall, analyze the overall stability of the slope, analyze the deformation and failure modes of the rock mass and / or perform three-dimensional numerical simulation to comprehensively evaluate the stability of the slope under natural and loaded conditions, and output optimization suggestions for pier location and pile length.

[0069] Rockfall simulation and risk zoning: Import the centimeter-accurate 3D model of the vicinity of P2 obtained in step S3 into RocPro 3D software. Using the identified 85 m... 3Using unstable rockfalls as the source area, different initiation modes (falling, sliding) were set up, and surface roughness (derived from point clouds) was considered, resulting in tens of thousands of Monte Carlo simulations. The maximum bounce height, impact energy, and trajectory envelope of the falling rocks were calculated. The bridge site area was divided into: a red high-risk zone directly below the unstable rockfall, a yellow medium-risk zone covering the main area of ​​the movement path, and a green low-risk zone on the periphery. This indicates that steep slopes are often accompanied by unstable rockfalls. Based on the characteristics of the real 3D elevation model and the comprehensive analysis of the unstable rock mass failure modes, the rockfall path was simulated to calculate the rockfall range, and the hazardous zone for unstable rockfalls was established. The bridge site should avoid high-risk areas and be located in areas with no risk or manageable medium-to-low risk.

[0070] Qualitative analysis of overall slope stability: Based on the survey data, the stereographic projection method was used to analyze the overall stability of the slope, which was determined to be basically stable, but there is a possibility of local sliding along a certain set of outward-dipping structural surfaces. In other words, an overall stability analysis of the bridge foundation slope was conducted, combining on-site investigation, data analysis, and stereographic projection to qualitatively analyze the overall slope stability.

[0071] Rock mass deformation and failure mode analysis (discrete element method): Using UDEC software, a discrete element model of the P2 bank slope was established based on the rock mass structural surface network parameters obtained in step S4 (from AI identification and statistics). Simulation results show that under bridge load, stress concentration occurs in the root locking section of the unstable rock mass, which may lead to brittle fracture, corroborating the "falling" initiation mode in the rockfall simulation. In other words, the discrete element method was used to analyze the deformation and failure modes of the bank slope rock mass, analyzing the deformation and failure characteristics of the slope rock mass under natural conditions and bridge load.

[0072] Three-dimensional numerical simulation analysis (finite difference method): Using FLAC3D software, a detailed three-dimensional model was established, including the actual terrain, strata, main structural surfaces, bridge piers, and pile foundations. The entire bridge construction and operation process was simulated. Results showed that when the piers were placed at the original P2 location (edge ​​of the high-risk zone), the pile bending moment under the load combination was close to 80% of the allowable value; however, when the piers were moved 8 m inwards towards the rear edge of the medium-risk zone, the pile bending moment decreased to 55% of the allowable value, and the overall safety factor of the bank slope increased by approximately 0.15. In other words, by using finite difference analysis software to establish a three-dimensional numerical simulation model of the bank slope, the rock mass mechanical behavior characteristics before and after bridge construction were analyzed, the influence of bridge loads on the bank slope rock mass mechanical behavior was obtained, and the mechanical response of the bank slope rock mass under natural working conditions and bridge load conditions was analyzed.

[0073] Output of comprehensive decision-making and optimization suggestions:

[0074] Optimization of pier location: It is recommended to abandon the original P2 location and adopt a new scheme P2' that is moved inward by 8 m, which will completely avoid the high-risk area of ​​falling rocks and significantly improve the structural stress.

[0075] Pile foundation design optimization: Based on the internal force distribution of the pile body obtained from the three-dimensional numerical simulation and the bearing layer depth obtained from the borehole test, it is recommended that the P2' pier adopt a variable cross-section pile, increase the pile diameter in the upper strongly weathered rock layer section, and optimize the pile length into the intact slightly weathered limestone to 45 m (3 m shorter than the original design).

[0076] Recommended protective measures: For medium-risk areas that cannot be completely avoided, it is recommended to install flexible passive protective nets.

[0077] Dynamic Risk Assessment System: During bridge construction, GNSS, crack gauges, and microseismic monitoring equipment were deployed at key locations on the riverbank. Real-time monitoring data and preliminary survey data (steps S1-S4) were input into a pre-trained LSTM (Long Short-Term Memory) neural network prediction model. This system can dynamically assess the stability trend of the riverbank during construction and successfully provided an early warning 12 hours in advance of the potential risk of accelerated deformation in "Key Survey Area A" after a period of continuous rainfall, guiding the implementation of temporary reinforcement measures on site.

[0078] All data, models, analysis processes, and results from the aforementioned stages were entered into the "Collaborative Platform for Survey and Assessment of Steep Railway Slopes" built based on BIM+GIS technology. On this platform, geological models, bridge design models, monitoring data, and analysis reports are managed in an integrated manner and visualized. Designers can view geological risk zones in real time and drag and adjust the BIM models of piers and abutments. The platform can quickly update stability analysis results and engineering quantity estimates, achieving true cross-disciplinary collaborative design and intelligent decision-making.

[0079] The above embodiments demonstrate that the method provided in this application not only systematically and scientifically solves the problem of railway bridge survey and evaluation in steep slope areas, but also significantly improves the efficiency, accuracy, and foresight of the work by introducing intelligent algorithms and collaborative platforms, and has significant engineering application value.

[0080] Compared with the prior art, this application has the following beneficial effects:

[0081] 1. More systematic: It has built a complete technical chain from macro-level avoidance to micro-level evaluation, and from data collection to decision-making recommendations, changing the previous situation of disconnect between survey and assessment and fragmented methods, and forming a standardized workflow.

[0082] 2. Significantly improved data accuracy and efficiency: Through integrated "air-ground-hole" exploration and multi-precision UAV surveys, high-precision topographic and geological information of areas that are difficult to reach by traditional manpower has been obtained efficiently and safely, laying a reliable data foundation.

[0083] 3. The evaluation method is more scientific and comprehensive: It integrates qualitative judgment, mechanism analysis (discrete element method) and quantitative simulation (three-dimensional finite difference method), and realizes a multi-level and multi-dimensional comprehensive evaluation of slope stability from phenomenon to mechanism and from the whole to the part, and the conclusions are more reliable.

[0084] 4. More intuitive and intelligent decision support: Through an integrated collaborative platform and intelligent algorithms (such as AI recognition and machine learning early warning), the visualization of survey and assessment results, the comparability of solutions, and the predictability of risks are realized, which greatly improves the scientific nature and foresight of engineering decisions.

[0085] 5. Significant economic and social benefits: By optimizing the location of piers and the design of pile foundations, engineering risks and costs can be reduced from the source; the systematic approach reduces over-reliance on the experience of individual experts, which is conducive to the promotion and popularization of technology, thereby improving the overall technical level of the industry.

[0086] This application addresses the issues of incomplete surveys and inaccurate assessments in steep riverbank areas by constructing a progressive technical system encompassing "macro-level avoidance → regional identification → detailed data acquisition → comprehensive exploration → multi-dimensional evaluation → intelligent decision-making." First, this application uses preliminary regional geology and remote sensing identification to guide macro-level disaster avoidance along the route. Second, it innovatively employs a multi-precision UAV survey mode combining "strip survey + close-up detailed survey," efficiently and safely acquiring high-precision three-dimensional geological information under rugged terrain, providing a reliable digital foundation for subsequent work. Furthermore, guided by aerial information, it implements integrated "air-ground-borehole" exploration, introducing intelligent algorithms to optimize drilling layout and borehole data interpretation, systematically acquiring the physical, mechanical, and structural characteristics of the soil and rock mass. Finally, based on detailed survey data, it integrates qualitative analysis, discrete element method (DEM) simulation, and three-dimensional numerical simulation to conduct a comprehensive "triple" stability evaluation, achieving a scientific quantitative assessment of the riverbank's response under bridge loads, and outputting optimized suggestions for pier locations and pile foundation design. This application integrates discrete exploration methods and evaluation approaches into a standardized system process, significantly improving the systematicness, scientific rigor, reliability, and decision-making efficiency of railway bridge site exploration and evaluation under complex geological conditions.

[0087] Based on the same inventive concept, embodiments of this application also provide an electronic device. Figure 2 This is a structural block diagram of an electronic device provided in an embodiment of this application. Figure 2As shown in the embodiments of this application, an electronic device includes: one or more processors 101, a memory 102, and one or more I / O interfaces 103. The memory 102 stores one or more programs, which, when executed by the one or more processors, enable the one or more processors to implement any of the exploration and evaluation methods described in the above embodiments; the one or more I / O interfaces 103 are connected between the processors and the memory, configured to enable information interaction between the processors and the memory.

[0088] The processor 101 is a device with data processing capabilities, including but not limited to a central processing unit (CPU); the memory 102 is a device with data storage capabilities, including but not limited to random access memory (RAM, more specifically SDRAM, DDR, etc.), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), and flash memory (FLASH); the I / O interface (read / write interface) 103 is connected between the processor 101 and the memory 102, and can realize information interaction between the processor 101 and the memory 102, including but not limited to a data bus (Bus).

[0089] In some embodiments, the processor 101, memory 102, and I / O interface 103 are interconnected via bus 104, and thus connected to other components of the computing device.

[0090] In some embodiments, the one or more processors 101 include a field-programmable gate array.

[0091] This application also provides a computer-readable medium. The computer-readable medium stores a computer program, which, when executed by a processor, implements the steps of any of the exploration and evaluation methods described in the above embodiments. The computer-readable storage medium may be volatile or non-volatile.

[0092] This application also provides a computer program product, including computer-readable code, or a non-volatile computer-readable storage medium carrying computer-readable code. When the computer-readable code is run in the processor of an electronic device, the processor in the electronic device performs the above-described exploration and evaluation method.

[0093] Those skilled in the art will understand that all or some of the steps, systems, and apparatuses disclosed above, and their functional modules / units, can be implemented as software, firmware, hardware, or suitable combinations thereof. In hardware implementations, the division between functional modules / units mentioned above does not necessarily correspond to the division of physical components; for example, a physical component may have multiple functions, or a function or step may be performed collaboratively by several physical components. Some or all physical components may be implemented as software executed by a processor, such as a central processing unit, digital signal processor, or microprocessor, or as hardware, or as an integrated circuit, such as an application-specific integrated circuit (ASIC). Such software can be distributed on a computer-readable storage medium, which may include computer storage media (or non-transitory media) and communication media (or transient media).

[0094] As is known to those skilled in the art, the term computer storage medium includes volatile and non-volatile, removable and non-removable media implemented in any method or technology for storing information, such as computer-readable program instructions, data structures, program modules, or other data. Computer storage media includes, but is not limited to, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM), static random access memory (SRAM), flash memory or other memory technologies, portable compact disc read-only memory (CD-ROM), digital versatile disc (DVD) or other optical disc storage, magnetic cartridges, magnetic tape, disk storage or other magnetic storage devices, or any other medium that can be used to store desired information and is accessible to a computer. Furthermore, it is known to those skilled in the art that communication media typically contain computer-readable program instructions, data structures, program modules, or other data in modulated data signals such as carrier waves or other transmission mechanisms, and may include any information delivery medium.

[0095] The computer-readable program instructions described herein can be downloaded from computer-readable storage media to various computing / processing devices, or downloaded via a network, such as the Internet, local area network, wide area network, and / or wireless network, to an external computer or external storage device. The network may include copper transmission cables, fiber optic transmission, wireless transmission, routers, firewalls, switches, gateway computers, and / or edge servers. A network adapter card or network interface in each computing / processing device receives the computer-readable program instructions from the network and forwards them to the computer-readable storage media in the respective computing / processing device.

[0096] The computer program instructions used to perform the operations of this application may be assembly instructions, instruction set architecture (ISA) instructions, machine instructions, machine-dependent instructions, microcode, firmware instructions, status setting data, or source code or object code written in any combination of one or more programming languages, including object-oriented programming languages ​​such as Smalltalk, C++, etc., and conventional procedural programming languages ​​such as the "C" language or similar programming languages. The computer-readable program instructions may be executed entirely on the user's computer, partially on the user's computer, as a standalone software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server. In cases involving a remote computer, the remote computer may be connected to the user's computer via any type of network—including a local area network (LAN) or a wide area network (WAN)—or may be connected to an external computer (e.g., via the Internet using an Internet service provider). In some embodiments, electronic circuits, such as programmable logic circuits, field-programmable gate arrays (FPGAs), or programmable logic arrays (PLAs), are personalized by utilizing the status information of the computer-readable program instructions. These electronic circuits can execute the computer-readable program instructions to implement various aspects of this application.

[0097] The computer program product described herein can be implemented specifically through hardware, software, or a combination thereof. In one alternative embodiment, the computer program product is specifically embodied in a computer storage medium; in another alternative embodiment, the computer program product is specifically embodied in a software product, such as a software development kit (SDK), etc.

[0098] Various aspects of this application are described herein with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of this application. It should be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer-readable program instructions.

[0099] These computer-readable program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, or other programmable data processing apparatus to produce a machine such that, when executed by the processor of the computer or other programmable data processing apparatus, they create means for implementing the functions / actions specified in one or more blocks of the flowchart and / or block diagram. These computer-readable program instructions can also be stored in a computer-readable storage medium that causes a computer, programmable data processing apparatus, and / or other device to operate in a particular manner; thus, the computer-readable medium storing the instructions comprises an article of manufacture that includes instructions for implementing aspects of the functions / actions specified in one or more blocks of the flowchart and / or block diagram.

[0100] Computer-readable program instructions may also be loaded onto a computer, other programmable data processing apparatus, or other device to cause a series of operational steps to be performed on the computer, other programmable data processing apparatus, or other device to produce a computer-implemented process, thereby causing the instructions executed on the computer, other programmable data processing apparatus, or other device to perform the functions / actions specified in one or more boxes of a flowchart and / or block diagram.

[0101] The flowcharts or block diagrams in the accompanying drawings illustrate the architecture, functionality, and operation of possible implementations of systems, methods, or computer program products according to various embodiments of this application. In this regard, each block in a flowchart or block diagram may represent a module, segment, or portion of an instruction containing one or more executable instructions for implementing a specified logical function. In some alternative implementations, the functions marked in the blocks may occur in a different order than those marked in the drawings. For example, two consecutive blocks may actually be executed substantially in parallel, and they may sometimes be executed in reverse order, depending on the functions involved. It should also be noted that each block in the block diagrams and / or flowcharts, and combinations of blocks in the block diagrams and / or flowcharts, can be implemented using a dedicated hardware-based system that performs the specified function or action, or using a combination of dedicated hardware and computer instructions.

[0102] Exemplary embodiments have been disclosed in this application, and while specific terminology has been used, it is used only and should be interpreted in a general illustrative sense and is not intended to be limiting. In some embodiments, it will be apparent to those skilled in the art that features, characteristics, and / or elements described in conjunction with particular embodiments may be used alone, or in combination with features, characteristics, and / or elements described in conjunction with other embodiments, unless otherwise expressly indicated. Therefore, those skilled in the art will understand that various changes in form and detail may be made without departing from the scope of this application as set forth by the appended claims.

Claims

1. A method for surveying and evaluating railway engineering projects crossing steep slope areas, characterized in that, include: S1. Based on regional geological data and route plans, identify structural, fault and / or hydrogeological features to guide the route to avoid unfavorable geological areas. S2. Identify unfavorable geological areas such as dangerous rocks, rock piles, and / or unloading fissures through remote sensing interpretation and preliminary geological mapping to guide route optimization; S3. Using UAV oblique photography and 3D LiDAR scanning, multi-precision data collection is carried out on the canyon and its banks to obtain information on canyon topography, river bottom and / or dangerous rocks at high and steep locations. S4. Based on the information collected in S3, conduct geological mapping, geophysical exploration, drilling, trenching, borehole testing, field tests and / or laboratory tests to obtain the physical, mechanical and structural characteristics of the bank slope rock and soil. S5. Based on the physical, mechanical and structural characteristics of the slope rock and soil obtained in S4, simulate rockfall, analyze the overall stability of the slope, analyze the deformation and failure modes of the rock mass and / or perform three-dimensional numerical simulation, comprehensively evaluate the stability of the slope under natural and loaded conditions, and output optimization suggestions for pier location and pile length.

2. The exploration and evaluation method according to claim 1, characterized in that, In S3, a collaborative UAV survey mode of "strip-shaped general survey + close-range detailed survey" is adopted, specifically including: First, a strip-shaped UAV oblique photography and 3D LiDAR scan of the entire canyon were conducted to identify potential bridge foundations. Then, a low-altitude close-range flight was conducted on the bank slope at the potential bridge foundation to obtain a three-dimensional model and point cloud data with centimeter-level accuracy.

3. The exploration and evaluation method according to claim 1, characterized in that, In S5, the simulation of dangerous rockfalls adopts the method of "three-dimensional terrain + dynamic simulation + risk zoning", specifically including: Based on the real three-dimensional terrain obtained by S3, combined with the comprehensive analysis of the failure mode of the unstable rock mass, the trajectory of falling rocks, bounce height and / or impact energy are calculated, and the risk level is classified according to the probability and energy of falling rocks.

4. The exploration and evaluation method according to claim 1, characterized in that, In S5, the comprehensive evaluation of bank slope stability adopts a triple analysis framework of "qualitative + quantitative + numerical simulation", specifically including: Qualitative analysis, based on field investigation, data analysis and / or stereographic projection, qualitatively analyzes the overall stability of the bank slope; Quantitative analysis was conducted using the discrete element method to analyze the deformation and failure modes of the slope rock mass, including the deformation and failure characteristics of the slope rock mass under natural conditions and bridge load. Numerical simulation was conducted using finite difference analysis software to establish a three-dimensional numerical simulation model of the riverbank slope. The rock mass mechanical behavior characteristics of the riverbank slope before and after bridge construction were analyzed, the influence of bridge load on the rock mass mechanical behavior of the riverbank slope were obtained, and the mechanical response of the riverbank slope rock mass under natural working conditions and bridge load conditions was analyzed.

5. The exploration and evaluation method according to claim 1, characterized in that, In S4, for soluble rock formations, a drilling deployment strategy of "four-corner positioning + dynamic densification + inclined hole tracking" is adopted, specifically including: Drill holes were arranged at the four corners of the pier, and the number of drill holes was dynamically increased according to the karst development. Inclined holes are arranged on the inclined structural surface to track the direction of cave extension.

6. The exploration and evaluation method according to claim 1, characterized in that, In S4, the borehole test adopts a combination of "CT scan + three-dimensional laser + imaging technology" to comprehensively evaluate the integrity of the pile bottom and surrounding rock mass, the size of the karst cave and / or the characteristics of the fractures; further, an image recognition algorithm based on artificial intelligence is introduced to automatically identify and count the fractures in the borehole television and ultrasonic imaging data.

7. The exploration and evaluation method according to claim 1, characterized in that, In S2, InSAR time series analysis technology and multispectral remote sensing fusion method are introduced to conduct large-scale surface deformation monitoring and lithology identification, and to assist in screening potentially unstable slope sections.

8. The exploration and evaluation method according to claim 1, characterized in that, Also includes: Establish a dynamic risk assessment system based on multi-source data fusion and machine learning algorithms. Through the fusion analysis of real-time monitoring data and historical survey data, dynamic prediction and early warning of bank slope stability can be achieved.

9. An electronic device, characterized in that, include: One or more processors; Memory, used to store one or more programs; When the one or more programs are executed by the one or more processors, the one or more processors are enabled to perform the steps in the exploration and evaluation method as described in any one of claims 1 to 8.

10. A computer-readable medium having a computer program stored thereon, characterized in that, When the computer program is executed by a processor, it can perform the steps in the exploration and evaluation method as described in any one of claims 1 to 8.

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