A method for analyzing and calculating the anti-sliding stability of an outlet slope of a water discharge structure

Abstract

The present application relates to the technical field of slope anti-sliding stability analysis, and particularly relates to a method for analyzing and calculating the anti-sliding stability of a discharge building outlet slope. The method comprises the following steps: obtaining discharge building data; collecting discharge building external structure data based on the discharge building data; determining the initial condition of the building outlet slope based on the discharge building external structure data and the discharge building data; analyzing the water flow fluctuation of the discharge building according to the discharge building data; detecting the aggravation degree of the hydraulic load of the outlet slope based on the initial condition of the building outlet slope and the water flow fluctuation of the discharge building; and determining the slope body penetration deformation trend of the slope based on the aggravation degree of the hydraulic load of the outlet slope. The present application analyzes the anti-sliding stability of the slope to achieve more accurate and efficient slope reinforcement.

Description

Technical Field

[0001] This invention relates to the field of slope anti-sliding stability analysis technology, and in particular to an analysis and calculation method for the anti-sliding stability of the outlet slope of a spillway structure. Background Technology

[0002] As a critical structure in hydraulic engineering, the stability of the outlet slope of spillway structures directly affects the safe operation of the project and the flood control capacity of downstream areas. Current technologies primarily rely on empirical formulas and static structural calculation methods for analyzing the stability of spillway outlet slopes. These methods typically only consider slope geometry, material strength, and basic hydraulic loads, lacking a comprehensive quantitative analysis of the dynamic water flow scouring, seepage, and structural aging effects experienced by the slope during spillway operation. Existing analysis methods cannot capture the dynamic characteristics of slope stress and deformation in real time, making it difficult to accurately assess potential sliding surfaces, localized voiding, and structural weakening. Furthermore, traditional methods lack a systematic technical process for identifying slope anomalies and designing reinforcement measures, failing to quantitatively analyze and specifically address localized weak points in the slope. Summary of the Invention

[0003] Therefore, it is necessary to provide an analytical calculation method for the anti-sliding stability of the outlet slope of a spillway structure to solve at least one of the above-mentioned technical problems.

[0004] To achieve the above objectives, an analytical calculation method for the anti-sliding stability of the outlet slope of a spillway structure is provided, comprising the following steps: Step S1: Obtain spillway structure data; collect external structural data of the spillway structure based on the spillway structure data; determine the initial condition of the outlet slope of the structure based on the external structural data and the spillway structure data; Step S2: Analyze the water flow fluctuation of the spillway structure based on the data; detect the degree of hydraulic load aggravation on the outlet slope based on the initial condition of the spillway structure's outlet slope based on the water flow fluctuation; determine the slope's seepage deformation trend based on the degree of hydraulic load aggravation on the outlet slope. Step S3: Examine the surface pressure increase of the building based on the degree of hydraulic load intensification at the outlet slope; detect the aging trend of the building outlet structure based on the surface pressure increase and the slope seepage deformation trend. Step S4: Detect the data on the intensification of slope slippage at the exit based on the aging trend of the building's exit structure; trace the abnormal points of the exit slope based on the data on the intensification of slope slippage to obtain the data on the abnormal points of the exit slope; perform structural reinforcement treatment on the abnormal points of the slope based on the data on the abnormal points of the exit slope to obtain the data on the structural reinforcement of the abnormal points of the slope.

[0005] The beneficial effects of this invention are as follows: Through analysis and monitoring methods, it enables dynamic monitoring and precise assessment of the entire process of spillway structures and their outlet slopes, from structure, seepage, hydraulic load to aging and landslide. First, by acquiring and analyzing data on the spillway structure and its external structure, the initial condition of the outlet slope is clarified, providing a basic reference for subsequent monitoring. Further analysis based on water flow fluctuations and the degree of hydraulic load intensification allows for precise judgment of the slope's seepage deformation trend, providing quantitative indicators for slope stability assessment. Subsequently, by detecting the increase in surface pressure and the structural aging trend, potential areas of structural fatigue or weakening in the outlet slope can be identified in a timely manner, providing a scientific basis for preventing landslides and structural damage. Finally, by tracing the data on intensified landslides and reinforcing anomalies, not only can the local structural strength of the slope be restored, but the overall anti-slip stability and safety of the slope can also be ensured. Overall, this method enables continuous, quantitative, and operable monitoring of the structural state of the spillway structure's outlet slope, improving the scientific rigor and accuracy of slope safety management. Attached Figure Description

[0006] Figure 1 A schematic diagram illustrating the steps of an analytical calculation method for the anti-sliding stability of the outlet slope of a spillway structure; Figure 2 for Figure 1 A detailed flowchart illustrating the implementation steps of step S2. Figure 3 for Figure 1 A detailed flowchart illustrating the implementation steps of step S3. The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0007] The technical method of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without inventive effort are within the scope of protection of the present invention.

[0008] Furthermore, the accompanying drawings are merely illustrative of the invention and are not necessarily drawn to scale. The same reference numerals in the drawings denote the same or similar parts, and therefore repeated descriptions of them will be omitted. Some block diagrams shown in the drawings are functional entities and do not necessarily correspond to physically or logically independent entities. These functional entities can be implemented in software, in one or more hardware modules or integrated circuits, or in different network and / or processor methods and / or microcontroller methods.

[0009] It should be understood that although the terms "first," "second," etc., may be used herein to describe various units, these units should not be limited by these terms. These terms are used merely to distinguish one unit from another. For example, without departing from the scope of the exemplary embodiments, a first unit may be referred to as a second unit, and similarly, a second unit may be referred to as a first unit. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0010] To achieve the above objectives, please refer to Figures 1 to 3 A method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure, comprising the following steps: Step S1: Obtain spillway structure data; collect external structural data of the spillway structure based on the spillway structure data; determine the initial condition of the outlet slope of the structure based on the external structural data and the spillway structure data; In this embodiment of the invention, engineering data of the spillway outlet is first acquired. This data includes design drawings of the concrete outlet slope, construction records, material parameters of the outlet slope, and monitoring logs generated during operation and maintenance. Based on the above data, a total station and a 3D laser scanning device are used to spatially map the external structure of the concrete outlet slope, obtaining 3D point cloud data including the outlet slope radius, height, outflow arrangement, and slope geometry. To ensure data accuracy, error filtering is performed on the point cloud data to remove redundant points generated during the scanning process, and a geometric model of the external structure of the outlet slope is formed by coordinate fitting in a Cartesian coordinate system. Subsequently, combined with the collected concrete material strength data, reinforcement data, and pouring density parameters recorded during construction, physical properties are labeled on the 3D geometric model, forming external structure data containing both geometric and material information. On this basis, the finite element mesh generation method is used to label the stress boundary conditions of the outlet slope and the slope connection area, and the initial stability parameters of the slope (such as initial shear strength) are also labeled. Cohesion internal friction angle This is coupled with an external structural model to comprehensively determine the initial condition data of the building's outlet slope. The final output data includes slope geometry parameters, initial shear strength parameters, and initial permeability coefficient parameters, providing input for subsequent flow fluctuation analysis.

[0011] Step S2: Analyze the water flow fluctuation of the spillway structure based on the data; detect the degree of hydraulic load aggravation on the outlet slope based on the initial condition of the spillway structure's outlet slope based on the water flow fluctuation; determine the slope's seepage deformation trend based on the degree of hydraulic load aggravation on the outlet slope. In this embodiment of the invention, after obtaining the initial condition of the slope, the flow fluctuation is analyzed based on the operational data of the spillway structure. First, a multi-point ultrasonic velocimeter deployed at the outlet section is used to collect transient flow velocity sequence data, and a high-frequency pressure sensor is used to obtain corresponding flow pressure time-series data. The velocity and pressure time-series data are input into a Fast Fourier Transform (FFT) module to calculate the distribution of water kinetic energy at different frequencies, obtaining a flow fluctuation spectrum. In this process, the transient water kinetic energy is defined as:

[0012] in, The density of the water is taken as 1000 kg / m³. For a moment The transient flow velocity, expressed in m / s; The cross-sectional area of ​​the outlet is given in units of... Through the analysis of Time-series integration is performed to obtain the cumulative curve of water flow fluctuation energy over time, and the fluctuation amplitude and main frequency are further extracted. Subsequently, the fluctuation amplitude is compared with the initial shear strength parameters of the slope. If the fluctuation energy exceeds the critical load value corresponding to the initial shear strength of the slope within a local time period, it is determined that the hydraulic load on the outlet slope is intensifying. The final output is a parameter for the degree of intensification of the hydraulic load on the outlet slope, which includes the water pressure amplitude range and frequency concentration distribution range corresponding to the fluctuation peak, providing input for further analysis of the slope seepage deformation trend.

[0013] Step S3: Examine the surface pressure increase of the building based on the degree of hydraulic load intensification at the outlet slope; detect the aging trend of the building outlet structure based on the surface pressure increase and the slope seepage deformation trend. In this embodiment of the invention, data on the degree of hydraulic load aggravation at the building's outlet slope during operation are acquired and stored in time series format. Next, multi-point pressure sensors deployed on the outlet slope surface are used to collect real-time contact pressure data during the interaction between the slope and the discharge water body. This real-time pressure is compared and analyzed with a previously established hydrostatic pressure benchmark to obtain the pressure growth status on the building surface. This growth status includes not only the rate of pressure increase but also spatial distribution differences to facilitate the identification of localized concentrated load areas. Subsequently, based on data collected by pore water pressure sensors in the seepage monitoring holes of the outlet slope, the trend of seepage pressure changes within the slope soil is analyzed. Combined with slope soil mechanical parameters (such as permeability coefficient, porosity, and compression modulus), the slope's seepage deformation trend is derived. By jointly comparing the building surface pressure growth status with the slope's seepage deformation trend, the overall stress degradation characteristics of the slope structure under hydraulic action are identified, and this is used to detect the aging trend of the building's outlet structure. The final output detection result is the aging trend data of the building's outlet structure, which serves as input for subsequent analysis of slope slippage aggravation.

[0014] Step S4: Detect the data on the intensification of slope slippage at the exit based on the aging trend of the building's exit structure; trace the abnormal points of the exit slope based on the data on the intensification of slope slippage to obtain the data on the abnormal points of the exit slope; perform structural reinforcement treatment on the abnormal points of the slope based on the data on the abnormal points of the exit slope to obtain the data on the structural reinforcement of the abnormal points of the slope.

[0015] In this embodiment of the invention, the aging trend data of the building outlet structure output in step S3 is used in conjunction with continuous inclinometer data from slope surface deformation monitoring points to identify the changes in displacement rate at different depths of the slope, thereby obtaining data on the intensification of slope slippage at the outlet. This data reflects the decline in the overall stability of the slope under long-term hydraulic and structural aging effects. Subsequently, spatial inversion analysis is performed on the data on the intensification of slope slippage at the outlet. The finite difference interpolation method is used to fit the distribution of the slippage rate field, tracing the area where abnormal displacement first occurred inside the slope, locating the abnormal points of the outlet slope, and generating data on the abnormal points of the outlet slope. This data on abnormal points includes indicators such as coordinate location, displacement rate, cumulative displacement, and local seepage pressure characteristics. Finally, based on the data on abnormal points, structural reinforcement treatment is carried out on the abnormal points. Specifically, grouting holes are drilled at the locations of the abnormal points, and cement-bentonite grout is injected into the slope through a high-pressure jet grouting device to fill the seepage channels and reinforce the soil structure. At the same time, drainage pipes are laid to reduce pore water pressure. After the reinforcement construction is completed, secondary pressure and displacement monitoring is carried out on the treated area to obtain structural reinforcement data of the slope anomaly points, and the data is stored for subsequent long-term maintenance monitoring and comparison.

[0016] Preferably, step S1 includes the following steps: Step S11: Obtain data on the spillway structure; In this embodiment of the invention, multi-point sensing devices deployed in the main body and surrounding area of ​​the spillway structure collect structural operation log data and water flow data during operation. The operation log data includes gate opening degree, discharge flow rate, downstream water level, and operating time; the water flow data includes discharge velocity, flow pattern fluctuation frequency, and outlet pressure pulsation amplitude. Secondly, combining the original design drawings and as-built survey data archived during the construction phase, the geometric dimensions of the structure are extracted, including the outlet slope angle, rockfill thickness, and the location of the anti-seepage wall. The above multi-source information is archived in the same database to ensure a one-to-one correspondence between time-series data and static design data, forming a complete spillway structure dataset. This dataset contains dynamic operating parameters and static geometric parameters.

[0017] Step S12: Collect data on the external structure of the spillway structure based on the spillway structure data to obtain the external structure data of the spillway structure; In this embodiment of the invention, based on the spillway structure data obtained in step S11, a 3D laser scanner is used to perform a full-coverage mapping of the exterior of the spillway structure, collecting point cloud data of the external structure. The scanning results are then calibrated using spatial coordinates to generate a digital model of the spillway structure's external surface. Key structural units, including the spillway channel, stilling basin, outlet slope, and contact interface with the downstream riverbed, are extracted using a structural feature recognition algorithm. Subsequently, a high-resolution digital camera is used to acquire high-resolution images of the structure's exterior surface, and combined with UAV aerial survey images, the differences between the external structural dimensions and the design dimensions in the drawings are verified. The acquired results are compared with the geometric parameters recorded in the spillway structure data to obtain corrected external structural data of the spillway structure. This data fully reflects the spatial morphology and geometric relationships of the structure's external structure, and its output serves as the basis for subsequent material identification and initial condition analysis.

[0018] Step S13: Identify the constituent materials of the spillway structure based on the spillway structure data to obtain the constituent material data of the spillway structure; In this embodiment of the invention, based on the spillway structure data obtained in step S11 and combined with the external structural data obtained in step S12, the constituent materials of the spillway structure are identified. First, a portable X-ray fluorescence spectrometer is used to analyze the material composition of the outlet slope concrete panel and the retaining stone, obtaining the mass percentages of cement, aggregates, and additives in the concrete, as well as the mineral composition of the retaining stone. Second, an ultrasonic testing instrument is used to perform non-destructive testing at different locations on the structure surface to obtain the internal defect rate and density distribution of the materials. For the underground structure, core samples from the slope are drilled, and combined with laboratory mechanical tests (uniaxial compressive strength and permeability coefficient tests), the physical and mechanical parameters of the soil and rock medium are obtained. All test results are mapped to the external structural data model according to their spatial location to form the material composition data of the spillway structure. This data includes not only the material types of different structural units but also the performance parameters of various materials.

[0019] Step S14: Determine the initial condition of the outlet slope of the spillway structure based on the material data of the spillway structure and the external structural data of the spillway structure.

[0020] In this embodiment of the invention, the initial condition of the outlet slope is determined using the external structural data of the spillway structure obtained in step S12 and the material composition data obtained in step S13. Specifically, the external geometric parameters of the slope are first coupled with the corresponding material parameters for analysis. For example, in the slope protection area, the slope angle is... With concrete impermeability strength Relationships were established to evaluate initial seepage resistance stability. Secondly, the permeability coefficients of each monitoring section of the slope were used. With pore water pressure Based on the static equilibrium condition, the initial stability safety factor is calculated using the following formula. :

[0021] in, For effective cohesion of materials; The total stress; Pore ​​water pressure; The effective internal friction angle; This represents the slope shear stress. (Calculated...) The value distribution is used to quantify the stability of the slope at different locations. Through the above calculations and analysis, initial condition data of the building outlet slope is generated, which includes the stability level of different zones, seepage-sensitive areas, and potential weak points.

[0022] Preferably, step S14 includes the following steps: Step S141: Construct a three-dimensional rectangular coordinate system for the spillway structure based on the external structural data of the spillway structure to obtain the three-dimensional rectangular coordinate system of the structure; In this embodiment of the invention, based on the point cloud data of the external structure of the spillway obtained in step S12, a three-dimensional model of the structure is reconstructed in a rectangular coordinate system using a three-dimensional coordinate transformation method. The point cloud data is spatially registered in a local reference coordinate system, redundant noise points are removed, and a least-squares fitting algorithm is used to integrate each scanned surface into a unified rectangular coordinate system. Subsequently, the coordinates of key points of the outlet slope, slope protection surface, and spillway are mapped to a rectangular coordinate system to generate a complete three-dimensional coordinate grid. By numbering and indexing the grid nodes, the spatial topological relationship between the points is established, and key structural units, such as the outlet, energy dissipation pool, and slope inclination position, are labeled. The output three-dimensional rectangular coordinate system includes the X, Y, and Z coordinates of each node and its corresponding functional area in the slope structure, providing a spatial benchmark for subsequent length-width ratio analysis and structural stability assessment.

[0023] Step S142: Determine the length-to-width ratio of the building's exit based on the building's three-dimensional rectangular coordinate system; In this embodiment of the invention, the length and maximum width of the exit section boundary curve are calculated using the three-dimensional coordinate mesh constructed in step S141 and an exit contour extraction algorithm. Specifically, the point cloud of the exit slope section is projected along the X and Y directions, the distance between the farthest nodes is calculated to obtain the exit width W, and the section height H is measured along the Z direction. The length-to-width ratio L / W is calculated from the exit length L and width W, reflecting the geometric characteristics of the slope section. A slope section length-to-width ratio matrix is ​​generated by statistically analyzing the exit length-to-width ratios of each zone, marking high-ratio and low-ratio regions. The output length-to-width ratio data is used for the next step of slope structure stability determination and is input as a geometric constraint condition into the structural analysis module.

[0024] Step S143: Determine the structural stability of the building exit slope based on the length-to-width ratio of the building exit; In this embodiment of the invention, based on the aspect ratio matrix of the outlet obtained in step S142, and combined with the slope inclination angle, slope thickness, and rockfill distribution, the shear stability coefficient Fs of each zone slope is calculated through static analysis. The formula used is:

[0025] in, For effective cohesion of slope materials, For the total stress, Pore ​​water pressure, For the effective internal friction angle, This is shear stress. (Based on different exit regions) Distribution analysis was performed to identify structurally weak and stable areas. The final output of slope structural stability data includes data for each zone. The values ​​and stability levels provide a geometric basis for the analysis of material strength and stress transmission.

[0026] Step S144: Determine the strength of the outlet slope material based on the material data of the spillway structure; In this embodiment of the invention, the material data obtained in step S13 is used to analyze the compressive strength, shear strength, and elastic modulus distribution of concrete, riprap, and slope protection stone. The material parameters are mapped to the corresponding slope grid nodes according to three-dimensional coordinates, and a material strength matrix is ​​generated. For the concrete area, the effective cohesion is calculated by combining cement content, aggregate particle size, and density. With internal friction angle For the rockfill slope protection area, the local shear strength is calculated based on particle size distribution and lithology. The output material strength data provides mechanical property information for each node, laying the foundation for subsequent stress transmission analysis.

[0027] Step S145: Estimate the force transmission of the building's exit slope based on the strength of the exit slope material and the structural stability of the building's exit slope; In this embodiment of the invention, the slope structure stability data from step S143 is coupled with the material strength matrix from step S144 for analysis. Static equilibrium calculations are used to distribute shear stress along the slope thickness and cross-sectional layers. With normal stress The stress transmission path at each node is calculated. An iterative algorithm is used to adjust the slope bearing capacity and shear stress in weak areas, generating a stress transmission distribution map. The output data includes a stress distribution matrix and the locations of stress concentration zones, providing input for seepage control performance analysis and initial condition determination.

[0028] Step S146: Evaluate the seepage prevention performance of the structure based on the material composition data of the spillway structure; In this embodiment of the invention, based on the material parameters and porosity distribution obtained in step S13, and combined with the permeability coefficient k, the water flow permeability of the slope area is calculated. For the concrete panel... Laws for calculating permeability :

[0029] in, For the water-receiving area, Due to head difference, The length of the flow path. The permeability coefficient is used. For riprap and slope protection areas, the water seepage velocity is calculated based on the porosity between particles. By summarizing the permeability data of each area, an overall slope seepage control performance matrix is ​​generated, and high-risk seepage areas are marked, providing seepage control constraints for the comprehensive assessment of the initial condition.

[0030] Step S147: Determine the initial condition of the building outlet slope based on the building's seepage prevention performance and the stress transmission of the building outlet slope.

[0031] In this embodiment of the invention, the force transmission data from step S145 and the seepage prevention performance matrix from step S146 are comprehensively analyzed. For each grid node, combined with... Value, shear stress Permeability coefficient and pore water pressure The initial stability level, seepage-sensitive areas, and potential weak points are determined. Complete initial condition data for the outlet slope is generated, including a slope stability level distribution map, a seepage risk map, and a table of mechanical parameters. The output data is used for subsequent hydraulic load intensification analysis and slope seepage deformation trend assessment.

[0032] Preferably, step S2 includes the following steps: Step S21: Analyze the water flow fluctuation of the spillway structure based on the spillway structure data to obtain the water flow fluctuation of the spillway structure; In this embodiment of the invention, based on the operational data of the spillway structure obtained in step S11, including gate opening degree, instantaneous discharge flow rate, downstream water level changes, and operating time, a multi-point ultrasonic velocimeter is used to set up measuring points at the outlet section to continuously collect transient flow velocity data, and a high-frequency pressure sensor is used to synchronously collect time-series flow pressure data. After aligning the velocity and pressure data on the time axis, the kinetic energy distribution of the flow at different frequencies is analyzed using Fast Fourier Transform (FFT) to obtain the flow fluctuation spectrum. The formula for calculating the transient kinetic energy E(t) is as follows:

[0033] in, The density of the water is taken as 1000 kg / m³. For a moment The transient flow velocity, in units of ; The cross-sectional area of ​​the outlet is given in units of... Through the analysis of Time-series integration is performed to obtain the cumulative curve of water flow fluctuation energy over time, and the fluctuation amplitude and main frequency are extracted. The output water flow fluctuation information includes the peak fluctuation energy range, the main frequency range, and the fluctuation energy cumulative curve, providing input data for the next step of slope hydraulic load analysis.

[0034] Step S22: Detect the increase in hydraulic load on the outlet slope of the building by using the water flow fluctuation of the spillway structure to assess the initial condition of the outlet slope and obtain the degree of increase in hydraulic load on the outlet slope. In this embodiment of the invention, the obtained water flow fluctuation spectrum and cumulative energy curve are compared with the generated initial condition data of the outlet slope. By analyzing the relationship between the peak value of the transient energy of the water flow and the initial shear strength Fs threshold of the slope, the local load increase of the slope is determined. The slope stress is calculated using the following static equilibrium relationship:

[0035] in, For the slope subjected to hydraulic shear stress, For water density, It is the acceleration due to gravity. The water head height, Let be the slope inclination angle. Instantaneous calculations are performed at each key node of the slope. And compare it with the shear strength of the node, if If the critical value is exceeded, the region and time series of hydraulic load aggravation are recorded. The output data includes the magnitude, frequency, and spatial distribution of hydraulic load aggravation at each node, providing direct input for seepage anomaly detection.

[0036] Step S23: Detect abnormal seepage conditions on the building slope based on the degree of aggravation of hydraulic load on the outlet slope, and obtain the abnormal seepage conditions on the building slope; In this embodiment of the invention, the seepage situation at the outlet slope is monitored based on the hydraulic load aggravation data from step S22. Pore water pressure is collected using pore water pressure sensors deployed inside the slope. Time series data, combined with the slope permeability coefficient from step S14. and porosity Calculate the local seepage rate : ; in, For hydraulic gradient, The permeable cross-sectional area is used. By comparing with historical pore water pressure benchmarks, areas of abnormal pressure rise or localized pressure concentration are identified. Combined with nodes where hydraulic load intensifies, a slope seepage anomaly matrix is ​​generated. This matrix labels the spatial coordinates of abnormal seepage areas, abnormal pressure amplitudes, and cumulative time, providing fundamental data for slope seepage deformation trend analysis.

[0037] Step S24: Determine the slope seepage deformation trend based on the abnormal seepage conditions of the building slope.

[0038] The abnormal seepage conditions of the slope in step S23 are coupled with the initial stability parameters and material mechanical parameters of the slope in step S14 for analysis. The incremental seepage deformation of the local soil or concrete slab is calculated using the changing trends of pore water pressure and seepage rate. :

[0039] in, For localized infiltration strain, The seepage rate, The length of the time period. This refers to the elastic modulus of the soil or concrete slab. The seepage strain at each node is cumulatively calculated along the slope's height and thickness, generating a slope seepage deformation distribution map and marking the areas of maximum seepage strain and sensitive areas. The output slope seepage deformation trend data provides input for subsequent analysis of the aging trend of building outlet structures and is also correlated with data on increased hydraulic load.

[0040] Preferably, step S21 includes the following steps: Step S211: Determine the original hydraulic condition data of the spillway structure based on the spillway structure data; In this embodiment of the invention, the complete spillway structure data obtained in step S11, including parameters such as gate opening degree, spillway flow rate, downstream water level, and operating time, is first processed according to a time series. Multi-point ultrasonic flowmeters and high-frequency pressure sensors are deployed at the outlet section and surrounding flow area to collect real-time flow velocity and water pressure signals. The collected flow velocity signals are recorded at a sampling frequency of once per second or higher, while the pressure sensors simultaneously collect water pressure pulsation data. Subsequently, the collected data is aligned with historical construction stage design data, including geometric parameters such as outlet section dimensions, slope angle, and rockfill thickness, ensuring that the real-time operating data corresponds to the specific structural location of the spillway. Through data cleaning, signals with abnormal fluctuations or missing values ​​are filtered and interpolated to form a continuous and complete raw dataset of the spillway structure's hydraulic operating conditions. The final output data includes the instantaneous flow velocity, pressure, gate opening degree, and corresponding timestamp for each measuring point, providing an input basis for the next step of extracting transient flow characteristics of the spillway.

[0041] Step S212: Extract transient flow characteristic data of the spillway based on the original hydraulic condition data of the spillway structure; In this embodiment of the invention, the raw hydraulic data obtained in step S211 is used to perform time series analysis on the transient velocity and pressure sequences at each outlet section measuring point. By performing differentiation and integration on the velocity data, characteristic parameters such as the instantaneous flow rate change rate, peak flow rate, pulsation amplitude, and fluctuation duration are extracted. Pressure data is processed simultaneously; signal decomposition identifies the pressure rise rate, pulsation frequency, and local pressure concentration areas, forming pressure fluctuation characteristics. For each measuring point, the velocity and pressure characteristics are correlated to generate a transient flow characteristic data table, including key indicators such as the transient flow peak value, corresponding pressure peak value, pulsation duration, and fluctuation amplitude for each section. The output transient flow characteristic data comprehensively describes the dynamic changes of the water flow at the outlet section and the slope contact area, providing accurate input for subsequent water flow pressure distribution calculations.

[0042] Step S213: Perform time-series calculation of water flow pressure distribution based on transient flow characteristic data of water discharge to obtain dynamic pressure distribution data of water flow; In this embodiment of the invention, the transient flow characteristic data of the discharge obtained in step S212 is input into the hydraulic calculation module to calculate the time-varying water pressure at the outlet section and the slope contact area. The calculation process employs a node distribution method, dividing the section into several measuring points, each corresponding to transient flow rate and pressure fluctuation characteristics. By superimposing velocity and pressure fluctuations, the dynamic pressure sequence of each measuring point throughout the entire operating cycle is obtained. The hydraulic action at different depths on the slope surface is integrated to form time-series data of pressure distribution along elevation. The output dynamic pressure distribution data includes the transient pressure values ​​and corresponding time information of each measuring point throughout the entire discharge cycle.

[0043] Step S214: Identify the fluctuation frequency of the dynamic pressure distribution data of the water flow to obtain the water flow fluctuation frequency data; In this embodiment of the invention, based on the dynamic pressure distribution data of the water flow obtained in step S213, frequency analysis is performed on the pressure time series of each measuring point. Fast Fourier Transform (FFT) is used to decompose the pressure signal in the frequency domain to identify the main frequencies and amplitudes of pressure changes. Pressure fluctuation amplitudes are paired with corresponding frequencies, frequency peaks and continuous fluctuation regions are labeled, and the concentrated intervals of frequency distribution at each measuring point are statistically analyzed. Furthermore, periodic pressure change characteristics are extracted, including high-frequency pulsation regions and low-frequency periodic regions, forming complete water flow fluctuation frequency data. The output data shows the water flow vibration frequency and amplitude distribution of each cross-section and key slope area, providing input for the next step of comprehensive analysis of water flow fluctuations.

[0044] Step S215: Analyze the water flow fluctuation of the spillway structure based on the water flow fluctuation frequency data and the transient flow characteristic data of the spillway, and obtain the water flow fluctuation of the spillway structure.

[0045] In this embodiment of the invention, the obtained transient flow characteristic data and water flow fluctuation frequency data are jointly analyzed. By matching transient peak values ​​with corresponding frequency intervals, the energy concentration periods and peak regions of the water flow at the outlet section and slope contact area are determined. The fluctuation amplitude distribution at different cross-sections and depths is calculated to form a spatiotemporal map of water flow fluctuations, marking high-fluctuation and low-fluctuation areas. The analysis results are output as a complete dataset of water flow fluctuations in the spillway structure, including the fluctuation amplitude, main frequency, fluctuation duration, and spatial distribution at each measuring point. This data serves as input for detecting the intensification of hydraulic load on the outlet slope and is directly correlated with the initial stability parameters of the slope.

[0046] Preferably, step S22 includes the following steps: Step S221: Identify the abnormally increasing trend of water flow fluctuation amplitude based on the water flow fluctuation of the spillway structure; In this embodiment of the invention, the fluctuation data of the water flow in the spillway structure are used to analyze the changes in the fluctuation amplitude over time at the outlet section and the slope contact area. First, the fluctuation amplitudes are sorted according to time series to identify continuous high-amplitude intervals and abnormal peak segments. The sliding average and variance are calculated for each measuring point to reflect the overall level and intensity of the fluctuation amplitude. The fluctuation amplitudes at each measuring point are compared with historical normal operating data to identify trends of abnormally increasing amplitudes, including intervals where the fluctuation amplitude exceeds the critical hydraulic load corresponding to the initial shear strength of the slope within a short period. Cross-validation is performed using pressure pulsation data measured by a high-frequency pressure sensor and transient velocity characteristic data to ensure that the identification of abnormally increasing trends reflects the actual hydraulic action. The output data includes the abnormal fluctuation amplitude intervals and corresponding time periods for each measuring point.

[0047] Step S222: Based on the abnormally increasing trend of water flow fluctuation amplitude, perform turbulence superposition detection on the initial condition of the building outlet slope to obtain the turbulence superposition status of the outlet slope; In this embodiment of the invention, based on the abnormally increased water flow amplitude interval identified in step S221, turbulence superposition detection is performed on the slope outlet area. Multi-point pressure sensors and high-speed water flow velocity meters deployed on the slope surface are used to collect local turbulent velocity and pressure changes, recording local vortex frequency, velocity disturbance amplitude, and turbulent energy distribution. The collected data is superimposed and analyzed with the shear strength, slope angle, and pore water pressure information in the initial condition of the slope to calculate the cumulative effect of local pressure and shear stress. Through spatial mapping, the cumulative turbulence intensity at each monitoring point on the slope surface is plotted as a three-dimensional heat map, marking high and low turbulence accumulation areas. Finally, turbulence superposition data of the outlet slope is generated, including the cumulative turbulence intensity at each measuring point, the direction of turbulence, and the corresponding time period, providing basic input for multi-angle stress analysis.

[0048] Step S223: Determine the stress level of the outlet slope at multiple angles based on the superposition of turbulence on the outlet slope; In this embodiment of the invention, a multi-angle stress assessment is performed based on the output turbulence superposition status of the outlet slope. First, the cumulative turbulence intensity data at each monitoring point on the slope surface is decomposed into directions perpendicular to and parallel to the slope surface, and the normal and tangential stress components under the action of water flow are calculated respectively. Then, combined with the initial material cohesion, internal friction angle, and pore water pressure information of the slope, the stress state level of each measuring point is calculated. Using a point-by-point superposition method, the cumulative turbulence effect is superimposed with the transient flow pulsation pressure to form a multi-angle stress matrix on the slope surface. The output multi-angle stress data includes the normal stress, tangential stress, and comprehensive stress state at each measuring point, providing input for the concentrated analysis of water flow scour.

[0049] Step S224: Based on the abnormally increasing trend of water flow fluctuation amplitude, estimate the concentrated water flow scour of the outlet slope of the building based on the initial condition of the outlet slope, and obtain the concentrated water flow scour condition of the outlet slope. In this embodiment of the invention, based on the abnormally increasing trend of water flow fluctuation amplitude obtained in step S221, and combined with the initial geometric parameters of the outlet slope, slope angle, slope material strength, and pore water pressure information, a concentrated estimation of water flow scour is performed. Using transient flow rate data measured by a flowmeter, combined with slope surface roughness and local slope angle changes, the intensity of the water flow's scour effect on the slope surface is calculated. The scour intensity is distributed according to a spatial grid to form a scour concentration distribution map, marking high-scour, low-scour, and medium-scour zones. The output data on the concentrated water flow scour condition of the outlet slope includes the scour intensity value of each grid point and its corresponding spatial coordinates, for use in the next step of hydraulic load intensification detection.

[0050] Step S225: Based on the concentrated scouring of the outlet slope and the stress level of the outlet slope at multiple angles, conduct a test to detect the increased hydraulic load on the outlet slope and obtain the degree of increased hydraulic load on the outlet slope.

[0051] In this embodiment of the invention, multi-angle stress data and concentrated water scour data are jointly analyzed. Following the superposition principle, the normal stress, tangential stress, and scour intensity at each measuring point are cumulatively calculated to form the comprehensive hydraulic intensity distribution on the slope surface. By comparing the initial shear strength of the slope with the local scour bearing capacity, areas and time periods of intensified hydraulic load are identified. The output data includes the cumulative amplitude of hydraulic load at each measuring point on the slope surface, the main stress direction, the concentrated scour area, and the corresponding time series information, providing input conditions for subsequent slope seepage anomaly detection.

[0052] Preferably, step S23 includes the following steps: Step S231: Estimate the local shear of the outlet slope structure based on the degree of intensification of hydraulic load on the outlet slope to obtain the local shear condition of the outlet slope. In this embodiment of the invention, based on the output data on the degree of intensification of hydraulic load on the outlet slope, local shear calculations are performed on the normal and tangential stresses at each monitoring point of the slope. Using multi-point inclinometers and pore water pressure sensors deployed on the slope surface, the displacement changes and pore water pressure changes of the slope under the action of water flow are collected. By equivalently superimposing the local shear stress onto the original shear strength parameters of the slope, the local shear force distribution is calculated, and shear stress concentration areas and low-stress areas are identified. The output data represents the local shear condition of the slope surface and shallow soil, including the shear stress values, shear direction, and corresponding time series information at each measuring point.

[0053] Step S232: Determine the loose growth of the outlet slope surface based on the local shear condition of the outlet slope; In this embodiment of the invention, the local shear condition data obtained in step S231 is compared and analyzed with the initial density and particle size distribution information of the slope material. A surface tiltmeter and a high-precision laser scanning device are used to continuously scan the slope surface to obtain information on minute displacements and settlements. For areas with large local shear forces, the loosening increment between soil particles is analyzed, and the loosening growth is assessed through cumulative displacement and changes in soil surface roughness. The output data includes changes in the loose thickness of the slope surface, the spatial distribution of the loose zone, and the rate of increase.

[0054] Step S233: Based on the loose growth of the outlet slope surface, perform slope surface void disturbance analysis to obtain slope surface void disturbance data; In this embodiment of the invention, based on the loose growth data of the slope surface obtained in step S232, a disturbance analysis is performed on the pore structure within the loose area. Changes in soil porosity and pore connectivity are measured using borehole sampling and pore image analysis instruments. Combined with surface settlement and micro-displacement monitoring data, the dynamic change of surface pore volume over time is calculated, and the pore pressure transmission effect under water flow is analyzed. The output slope surface pore disturbance data includes porosity changes, pore connectivity index, and spatial coordinates of the disturbed area.

[0055] Step S234: Estimate the cracking of the outlet slope structure based on the surface void disturbance data of the slope according to the degree of intensification of hydraulic load on the outlet slope, and obtain the cracking status of the outlet slope structure. In this embodiment of the invention, data on intensified hydraulic load and void disturbance are jointly analyzed. Crack monitoring sensors and crack width measuring instruments are deployed at key locations on the slope to acquire information on crack formation on the slope surface and in the shallow soil. The superposition effect of peak hydraulic load and void disturbance intensity is analyzed to identify crack initiation areas and crack development trends. The output data represents the cracking status of the outlet slope structure, including crack location, crack length, width, and crack development rate, providing a data foundation for assessing seepage channel expansion.

[0056] Step S235: Determine the expansion status of the seepage channels on the outlet slope based on the cracking status of the outlet slope structure, and estimate the decreasing trend of hydraulic seepage difficulty based on the expansion status of the seepage channels on the outlet slope. In this embodiment of the invention, the connectivity of cracks and the expansion of seepage channels are analyzed based on the cracking status of the outlet slope structure. Changes in water flow through cracks and pore water paths are monitored using data from pore water pressure sensors, flow meters, and underground radar. Based on the expansion of seepage paths, the change in slope hydraulic permeability over time is assessed, reflecting the decreasing trend of local hydraulic conduction efficiency. Output data includes the spatial distribution of seepage channels, flux changes, and parameters of seepage difficulty attenuation, providing input for subsequent seepage anomaly detection.

[0057] Step S236: Detect abnormal seepage conditions on building slopes based on the decreasing trend of hydraulic seepage difficulty, and obtain abnormal seepage conditions on building slopes.

[0058] In this embodiment of the invention, data on the decrease in hydraulic seepage difficulty are combined with data measured by pore water pressure sensors and flow meters to analyze abnormal seepage areas and time periods on slopes. By continuously monitoring changes in pore water pressure, seepage flow, and micro-displacement information on the slope, areas of concentrated abnormal seepage and potential risk areas are identified. The output data represents the abnormal seepage conditions on the building slope, including the location of the abnormal seepage area, seepage intensity, and seepage duration, providing input conditions for subsequent analysis of slope seepage deformation trends.

[0059] Preferably, step S24 includes the following steps: Step S241: Detect the increase in pore water pressure inside the slope based on the abnormal seepage conditions of the building slope; In this embodiment of the invention, based on the output data of abnormal seepage conditions on the building slope, the pore water pressure inside the slope is continuously monitored. Multiple pore water pressure sensors are drilled at different depths on the slope to acquire time-series data of pore water pressure in the vertical and horizontal directions. Time-series analysis is performed on the data from each sensor to correlate seepage anomaly areas with changes in pore water pressure, identifying the amplitude, rate of increase, and duration of the pore water pressure increase. The pressure data is associated with and stored with the seepage anomaly area distribution information from step S236 using a data acquisition system, forming a parameter set for the increase in pore water pressure inside the slope, including the location of each monitoring point, pore water pressure change curves, and spatial distribution of high-pressure areas, providing input for subsequent fine-particle scour analysis.

[0060] Step S242: Estimate the fine particle erosion situation inside the slope based on the increase in pore water pressure inside the slope; In this embodiment of the invention, data on the increase in pore water pressure are combined with information on the particle distribution of slope soil for analysis. Laboratory analysis of soil particle size distribution is performed through borehole sampling to obtain the content of fine particles and the proportion of movable particles. Local seepage rates are derived using the pore water pressure increment data, and the migration of fine particles under micro-hydraulic action is calculated using Darcy's law. By continuously monitoring peak pore water pressure areas, slope sections experiencing particle erosion are identified. Data on fine particle erosion within the slope is output, including the location of the erosion zone, erosion intensity, and cumulative erosion volume, providing a basis for the analysis of soil erosion phenomena.

[0061] Step S243: Determine the soil flow phenomenon inside the slope based on the fine particle erosion inside the slope. In this embodiment of the invention, based on fine-particle scour data, the rearrangement of soil particles and the increase in local porosity within the slope are analyzed. Micro-displacement sensors and pore water pressure sensors are deployed in the scour area to monitor minute settlements and pore water pressure fluctuations within the soil. Cross-sectional comparative analysis is performed on areas with large scour volumes to determine whether particle migration along the seepage direction forms continuous soil-flowing channels. Data on soil-flowing phenomena within the slope are output, including the spatial extent of the soil-flowing area, the magnitude of settlement, and the length of the soil-flowing channels, providing input for the analysis of localized voiding trends.

[0062] Step S244: Determine the local cavitation trend of the slope based on the soil erosion phenomenon inside the slope; In this embodiment of the invention, soil erosion data is used to analyze the spatial distribution of localized decreases in soil density and increases in porosity. Underground radar scanning and borehole detection are used to obtain the volume and location of cavities in the erosion zone. Combined with peak pore water pressure areas, the evolution direction and expansion rate of cavities are determined. Data on the localized cavitation trend of the slope are output, including changes in cavity volume, spatial coordinates of cavities, and cavity development rate, providing input conditions for estimating effective stress reduction.

[0063] Step S245: Estimate the decrease in effective stress of the slope based on the increase in pore water pressure inside the slope and the trend of local cavitation in the slope. In this embodiment of the invention, the effective stress change of the soil is calculated by combining data on the increase in pore water pressure and the trend of local cavitation. Using the relationship between total soil stress, pore water pressure, and void volume, the degree of decrease in the effective stress distribution of the soil at different depths and horizontal locations is determined. By comparing the initial effective stress with the current effective stress, data on the decrease in effective stress of the slope are generated, including the magnitude of the decrease, the area of ​​decrease, and the rate of decrease, providing input for the analysis of potential sliding surface instability.

[0064] Step S246: Estimate the potential instability of the slope sliding surface based on the decrease in effective stress of the slope. In this embodiment of the invention, based on effective stress reduction data, the potential sliding surfaces formed in high-pressure and cavitation zones of the slope are analyzed. By deploying micro-displacement sensors and tilt monitoring devices at the sliding surface locations, the micro-displacement and rotational changes of the soil are monitored, and the stress state of the soil blocks is assessed. Data on the instability of the potential sliding surface of the slope is output, including the location of the potential sliding surface, the sliding index, and the cumulative local displacement, providing a basis for the analysis of slope seepage deformation trends.

[0065] Step S247: Determine the slope seepage deformation trend based on the instability of the potential sliding surface of the slope.

[0066] In this embodiment of the invention, data on potential sliding surface instability and cavitation trend are combined for analysis to deduce the overall seepage deformation development trend of the slope. By continuously monitoring pore water pressure, micro-displacement, and slope settlement data, the deformation rate and cumulative deformation of the slope along the seepage direction are calculated. The output is slope seepage deformation trend data, including the slope deformation direction, amplitude, and time series evolution, providing complete input for subsequent slope stability analysis and maintenance effectiveness assessment.

[0067] Preferably, step S3 includes the following steps: Step S31: Examine the pressure increase on the building surface based on the degree of intensification of hydraulic load on the outlet slope; In this embodiment of the invention, surface pressure monitoring sensors are deployed at different locations at the outlet of the structure, including the outlet edge, center, and slope contact surface, using data on the degree of intensification of hydraulic load on the outlet slope. Real-time pressure values ​​are acquired through a continuous pressure monitoring system, and a surface pressure distribution map is generated based on the distribution locations of the pressure sensors. The magnitude and rate of pressure increase in each region of the outlet surface are analyzed according to the pressure change trend. Furthermore, the impact of intensified slope hydraulic load on the local incremental pressure on the structure surface is assessed through the linkage data between the pressure sensors and the outlet slope micro-displacement sensors. Data on the pressure increase on the structure surface is output, including peak pressure, pressure growth rate, and pressure change time series at each monitoring point, providing basic input for subsequent analysis of outlet coupling anomalies.

[0068] Step S32: Determine the abnormal coupling status of the building outlet based on the building surface pressure growth and the slope seepage deformation trend; In this embodiment of the invention, the mechanical coupling relationship between the building outlet and the slope is analyzed based on the output data of the building surface pressure growth and the obtained slope seepage deformation trend data. By comparing the building surface pressure change curve and the slope seepage deformation curve over time, the spatial correspondence between the pressure peak and the slope deformation peak is identified, and the abnormal coupling area between pressure and deformation is determined. Combining the geometric parameters of the outlet structure and the slope seepage path, the degree of stress superposition and abnormal accumulation at each key point of the outlet structure are calculated. The abnormal coupling status data of the building outlet is output, including the coordinates of the abnormal coupling area, the abnormal accumulated pressure, and the abnormal amplitude, providing accurate data for subsequent detection of the aging trend of the outlet structure.

[0069] Step S33: Detect the aging trend of the building exit structure based on the abnormal coupling condition of the building exit.

[0070] In this embodiment of the invention, based on the building outlet coupling anomaly data output in step S32, an aging trend analysis is performed on the outlet structure. By deploying stress-strain sensors and crack monitoring devices in the outlet coupling anomaly area, long-term stress-strain change data and microcrack development are acquired. The long-term accumulated stress data is compared with the coupling anomaly amplitude to identify local areas with faster structural aging. Regular hardness tests and surface micro-damage detection are performed on the outlet structure materials, and the changes in material physical properties are correlated with the coupling anomaly data to form aging trend data for the building outlet structure, including the degree of aging, crack propagation rate, and local fatigue accumulation.

[0071] Preferably, step S4 includes the following steps: Step S41: Analyze the decline in anti-sliding stability of the exit slope based on the aging trend of the building's exit structure to obtain the degree of decline in anti-sliding stability of the exit slope; In this embodiment of the invention, based on the aging trend data of the building exit structure obtained in step S33, a sliding stability decay analysis is performed on the exit slope. By deploying tilt sensors, strain gauges, and a slope micro-displacement monitoring device, data on micro-displacement changes, stress accumulation, and crack propagation on the surface and inside of the exit slope are acquired. This monitoring data is coupled with slope geometric parameters, exit slope angle, and material strength parameters for analysis. Using the principles of mechanical equilibrium and sliding force analysis, the decay of the slope's anti-sliding safety factor over time under different loads is calculated. The data on the degree of sliding stability decay of the exit slope is output, including local anti-sliding safety factor changes, decay rate, and coordinates of high-risk areas, providing a basic input for subsequent detection of increased sliding risk.

[0072] Step S42: Detect the intensification of landslide on the exit slope based on the degree of decrease in the anti-sliding stability of the exit slope, and obtain data on the intensification of landslide on the exit slope; In this embodiment of the invention, the data on the attenuation of the anti-sliding stability of the outlet slope obtained in step S41 are used to quantitatively detect the slope slippage trend. In areas with high slope attenuation, high-precision laser rangefinders or 3D scanning equipment are deployed to continuously monitor the micro-displacement of the slope surface, recording the micro-slippage velocity and cumulative slippage. Simultaneously, combined with historical data on the outlet slope's water flow load and seepage deformation trend data, the spatial distribution and temporal evolution characteristics of slippage are analyzed. By comparing the micro-displacement measurement data with historical load effects, the incremental slope slippage velocity and the trend of slippage range expansion are determined. The data on the intensification of slope slippage at the outlet slope are output, including local slippage rate, cumulative slippage, and high-risk slippage areas, providing precise location data for anomaly point tracing.

[0073] Step S43: Based on the data on the intensified landslide of the exit slope, trace the anomaly points of the exit slope to obtain the anomaly point data of the exit slope; In this embodiment of the invention, based on the data on intensified slope slippage output in step S42, slope slippage anomalies are identified through micro-displacement measurement of the slope surface and analysis of historical slippage trends. Using a high-precision total station and UAV oblique photography technology, spatial coordinate measurements and surface crack recordings are performed on the slope anomalies. Simultaneously, combined with soil density and pore water pressure monitoring data, the internal mechanical state of the anomalies is determined. By superimposing the cumulative slippage, micro-displacement rate, and structural aging trend, anomaly point data is formed, including anomaly point coordinates, cumulative sliding displacement, crack length, and internal stress status. The output anomaly point data provides target area and structural state information for slope anomaly point structural reinforcement treatment.

[0074] Step S44: Perform slope anomaly point structural reinforcement processing based on the exit slope anomaly point data to obtain slope anomaly point structural reinforcement data.

[0075] In this embodiment of the invention, slope reinforcement is performed based on the anomaly point data obtained in step S43. First, reinforcement anchors or micro-support systems are deployed in the anomaly point areas. The anchors are accurately installed into the soil inside the slope using drilling equipment, and high-strength epoxy mortar is injected simultaneously to enhance the bond between the soil and the anchors. For surface cracks and spalling areas, shotcrete or high-strength repair mortar is used for surface reinforcement to ensure crack closure and restore surface strength. The stress changes in the soil are monitored in real time during the reinforcement process. The reinforcement effect is obtained through strain gauges and micro-displacement sensors, and the local slip rate and stress changes before and after reinforcement are recorded. The slope anomaly point reinforcement data is output, including the coordinates of the reinforcement area, anchoring depth, type of reinforcement material, repair thickness, and changes in slip rate after reinforcement.

[0076] The above description is merely a specific embodiment of the present invention, enabling those skilled in the art to understand or implement the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the present invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features of the invention herein.

Claims

1. A method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure, characterized in that, Includes the following steps: Step S1: Obtain data on the spillway structure; Data collection of external structural data of spillway structures based on spillway structure data collection; The initial condition of the outlet slope of the spillway is determined based on the external structural data and spillway structure data. Step S2: Analyze the water flow fluctuation of the spillway structure based on the spillway structure data; Based on the water flow fluctuation of the spillway structure, the initial condition of the outlet slope of the structure is used to detect the degree of increase in hydraulic load on the outlet slope; The slope seepage deformation trend is determined based on the degree of intensification of hydraulic load on the outlet slope; Step S3: Examine the pressure increase on the building surface based on the degree of intensification of hydraulic load on the outlet slope; The aging trend of the building outlet structure is detected based on the increase of surface pressure on the building and the slope seepage deformation trend. Step S4: Detect data on the intensification of slope slippage at the building's exit based on the aging trend of the building's exit structure; Based on the data on the intensified landslide of the exit slope, the anomaly points of the exit slope were traced to obtain the data on the anomaly points of the exit slope. Based on the data of anomaly points on the exit slope, structural reinforcement processing of the anomaly points was carried out to obtain structural reinforcement data of the anomaly points.

2. The method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure according to claim 1, characterized in that, Step S1 includes the following steps: Step S11: Obtain data on the spillway structure; Step S12: Collect data on the external structure of the spillway structure based on the spillway structure data to obtain the external structure data of the spillway structure; Step S13: Identify the constituent materials of the spillway structure based on the spillway structure data to obtain the constituent material data of the spillway structure; Step S14: Determine the initial condition of the outlet slope of the spillway structure based on the material data of the spillway structure and the external structural data of the spillway structure.

3. The method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure according to claim 2, characterized in that, Step S14 includes the following steps: Step S141: Construct a three-dimensional rectangular coordinate system for the spillway structure based on the external structural data of the spillway structure to obtain the three-dimensional rectangular coordinate system of the structure; Step S142: Determine the length-to-width ratio of the building's exit based on the building's three-dimensional rectangular coordinate system; Step S143: Determine the structural stability of the building exit slope based on the length-to-width ratio of the building exit; Step S144: Determine the strength of the outlet slope material based on the material data of the spillway structure; Step S145: Estimate the force transmission of the building's exit slope based on the strength of the exit slope material and the structural stability of the building's exit slope; Step S146: Evaluate the seepage prevention performance of the structure based on the material composition data of the spillway structure; Step S147: Determine the initial condition of the building outlet slope based on the building's seepage prevention performance and the stress transmission of the building outlet slope.

4. The method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure according to claim 1, characterized in that, Step S2 includes the following steps: Step S21: Analyze the water flow fluctuation of the spillway structure based on the spillway structure data to obtain the water flow fluctuation of the spillway structure; Step S22: Detect the increase in hydraulic load on the outlet slope of the building by using the water flow fluctuation of the spillway structure to assess the initial condition of the outlet slope and obtain the degree of increase in hydraulic load on the outlet slope. Step S23: Detect abnormal seepage conditions on the building slope based on the degree of aggravation of hydraulic load on the outlet slope, and obtain the abnormal seepage conditions on the building slope; Step S24: Determine the slope seepage deformation trend based on the abnormal seepage conditions of the building slope.

5. The method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure according to claim 4, characterized in that, Step S21 includes the following steps: Step S211: Determine the original hydraulic condition data of the spillway structure based on the spillway structure data; Step S212: Extract transient flow characteristic data of the spillway based on the original hydraulic condition data of the spillway structure; Step S213: Perform time-series calculation of water flow pressure distribution based on transient flow characteristic data of water discharge to obtain dynamic pressure distribution data of water flow; Step S214: Identify the fluctuation frequency of the dynamic pressure distribution data of the water flow to obtain the water flow fluctuation frequency data; Step S215: Analyze the water flow fluctuation of the spillway structure based on the water flow fluctuation frequency data and the transient flow characteristic data of the spillway, and obtain the water flow fluctuation of the spillway structure.

6. The method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure according to claim 4, characterized in that, Step S22 includes the following steps: Step S221: Identify the abnormally increasing trend of water flow fluctuation amplitude based on the water flow fluctuation of the spillway structure; Step S222: Based on the abnormally increasing trend of water flow fluctuation amplitude, perform turbulence superposition detection on the initial condition of the building outlet slope to obtain the turbulence superposition status of the outlet slope; Step S223: Determine the stress level of the outlet slope at multiple angles based on the superposition of turbulence on the outlet slope; Step S224: Based on the abnormally increasing trend of water flow fluctuation amplitude, estimate the concentrated water flow scour of the outlet slope of the building based on the initial condition of the outlet slope, and obtain the concentrated water flow scour condition of the outlet slope. Step S225: Based on the concentrated scouring of the outlet slope and the stress level of the outlet slope at multiple angles, conduct a test to detect the increased hydraulic load on the outlet slope and obtain the degree of increased hydraulic load on the outlet slope.

7. The method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure according to claim 4, characterized in that, Step S23 includes the following steps: Step S231: Estimate the local shear of the outlet slope structure based on the degree of intensification of hydraulic load on the outlet slope to obtain the local shear condition of the outlet slope. Step S232: Determine the loose growth of the outlet slope surface based on the local shear condition of the outlet slope; Step S233: Based on the loose growth of the outlet slope surface, perform slope surface void disturbance analysis to obtain slope surface void disturbance data; Step S234: Estimate the cracking of the outlet slope structure based on the surface void disturbance data of the slope according to the degree of intensification of hydraulic load on the outlet slope, and obtain the cracking status of the outlet slope structure. Step S235: Determine the expansion status of the seepage channels on the outlet slope based on the cracking status of the outlet slope structure, and estimate the decreasing trend of hydraulic seepage difficulty based on the expansion status of the seepage channels on the outlet slope. Step S236: Detect abnormal seepage conditions on building slopes based on the decreasing trend of hydraulic seepage difficulty, and obtain abnormal seepage conditions on building slopes.

8. The method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure according to claim 4, characterized in that, Step S24 includes the following steps: Step S241: Detect the increase in pore water pressure inside the slope based on the abnormal seepage conditions of the building slope; Step S242: Estimate the fine particle erosion situation inside the slope based on the increase in pore water pressure inside the slope; Step S243: Determine the soil flow phenomenon inside the slope based on the fine particle erosion inside the slope. Step S244: Determine the local cavitation trend of the slope based on the soil erosion phenomenon inside the slope; Step S245: Estimate the decrease in effective stress of the slope based on the increase in pore water pressure inside the slope and the trend of local cavitation in the slope. Step S246: Estimate the potential instability of the slope sliding surface based on the decrease in effective stress of the slope. Step S247: Determine the slope seepage deformation trend based on the instability of the potential sliding surface of the slope.

9. The method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure according to claim 1, characterized in that, Step S3 includes the following steps: Step S31: Examine the pressure increase on the building surface based on the degree of intensification of hydraulic load on the outlet slope; Step S32: Determine the abnormal coupling status of the building outlet based on the building surface pressure growth and the slope seepage deformation trend; Step S33: Detect the aging trend of the building exit structure based on the abnormal coupling conditions of the building exit.

10. The method for analyzing and calculating the anti-sliding stability of the outlet slope of a spillway structure according to claim 1, characterized in that, Step S4 includes the following steps: Step S41: Analyze the decline in anti-sliding stability of the exit slope based on the aging trend of the building's exit structure to obtain the degree of decline in anti-sliding stability of the exit slope; Step S42: Detect the intensification of landslide on the exit slope based on the degree of decrease in the anti-sliding stability of the exit slope, and obtain data on the intensification of landslide on the exit slope; Step S43: Based on the data on the intensified landslide of the exit slope, trace the anomaly points of the exit slope to obtain the anomaly point data of the exit slope; Step S44: Perform slope anomaly point structural reinforcement processing based on the exit slope anomaly point data to obtain slope anomaly point structural reinforcement data.

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