Intelligent control methods and systems for water conservation in high mountain slope protection

Abstract

This invention discloses a method and system for intelligent water conservation control of high mountain slopes, relating to the field of intelligent slope water conservation control technology. The method includes: acquiring the three-dimensional topological parameters and outlet coordinates of the uncast trenches of high mountain slopes, the topology of the access road excavation, the physicochemical parameters of the strata, rainfall intensity, and initial moisture content; based on a preset trench roughness coefficient, performing fluid dynamics calculations according to the three-dimensional topological parameters and the rainfall intensity to obtain the jet kinetic energy corresponding to the uncast trenches; based on a preset rheological coefficient, obtaining the starting shear stress according to the physicochemical parameters of the strata and the initial moisture content, and converting the starting shear stress into the bearing kinetic energy corresponding to the access road excavation topology; its beneficial effects are: eliminating the engineering redundancy of blind full coverage and effectively intercepting local sudden scour, improving the protection accuracy of the water conservation line in real complex rainfall conditions in mountainous areas and the long-term adaptive evolution capability of the system's underlying parameters.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of slope water conservation intelligent control, and particularly relates to a mountain high slope water conservation intelligent control method and system. BACKGROUND

[0002] In the construction of high slope engineering in mountainous areas, combined with the design drawings and the actual situation on site, it is usually necessary to implement excavation, slope cutting, anchor rod driving and construction of concrete frame beams in layers, and grass is planted on the remaining positions of the frame beams. Influenced by the alternation of the above-mentioned complex processes, the slope protection operation needs to be carried out after the excavation in layers, and then the subsequent processes are carried out, which leads to a long time of exposure of the soil slope. Especially in the long rainy period lasting for several months (such as 6-10 months), in order to construct the concrete frame beams, it is often necessary to dig grooves in advance on the slope surface. These pre-dug grooves, together with the transverse and longitudinal drainage channels on the slope protection (whether they are temporary or permanent facilities), are extremely prone to serious water and soil blockage due to the scouring of rainfall and the influx of silt during the construction stage. Therefore, how to ensure the unobstructed drainage on the slope protection, prevent the water from causing a large amount of soil loss on the slope surface, and effectively monitor the water conservation of the slope protection and the construction safety becomes a core problem to be solved during the construction of the high slope.

[0003] The existing technology usually calculates the runoff based on the static macro two-dimensional slope surface, and lacks a dynamic energy countermechanism for the spatial cascade topology of the "slope groove - road" during the construction period. Specifically, the existing technology often breaks the physical link between the power mutation phenomenon caused by the water flow convergence under the local microtopography and the real bearing resistance of the exposed stratum during the construction period. Due to the lack of an evaluation mechanism for spatially cascading quantification of the water flow destructive power and the surface resistance, the system cannot accurately lock the real scouring and defense breaking boundary, and thus cannot generate a refined physical space defense strategy for the local high-risk area, resulting in that the anti-scouring intervention on site can only rely on experience to carry out blind full coverage or passive dredging after the event. SUMMARY

[0004] In view of the above-mentioned prior art situation, the present application is proposed. The embodiments of the present application provide a mountain high slope water conservation intelligent control method and system, which eliminates the blind full coverage of the engineering redundancy and effectively intercepts the local mutation scouring, and improves the protection accuracy of the water conservation defense line in the real mountain complex rainfall working condition and the long-term self-adaptive evolution ability of the system bottom layer parameters.

[0005] According to one aspect of the present application, a mountain high slope water conservation intelligent control method is provided, comprising:

[0006] obtaining three-dimensional topological parameters and outlet coordinates corresponding to un-poured grooves of the mountain high slope, road excavation topologies and stratum physicochemical parameters, rainfall intensity and initial water content;

[0007] based on the three-dimensional topological parameters and the rainfall intensity to obtain jet flow kinetic energy corresponding to the un-poured trench; and based on a preset rheological coefficient, the initial water content and the stratum physicochemical parameters to obtain a starting shear stress, and convert the starting shear stress into a bearing kinetic energy corresponding to the horse path excavation topology;

[0008] spatially match the outlet coordinates with the horse path excavation topology to generate a horse path intersection point, calculate a difference between the jet flow kinetic energy and the bearing kinetic energy at the horse path intersection point, and generate a kinetic energy surplus;

[0009] only when the kinetic energy surplus is greater than a preset safety threshold, generate an energy dissipation structure parameter according to the kinetic energy surplus, and bind the energy dissipation structure parameter with the horse path intersection point to generate a control instruction;

[0010] obtain a deposition form feature of the horse path intersection point collected after the rainfall ends, calculate a form error rate of the deposition form feature and a preset theoretical deposition form, and numerically correct the trench roughness coefficient and the rheological coefficient according to the form error rate.

[0011] According to another aspect of the present application, a mountain high slope water conservation intelligent control system is provided, comprising:

[0012] a data perception module configured to obtain three-dimensional topological parameters and outlet coordinates of an un-poured trench of a mountain high slope, a horse path excavation topology and stratum physicochemical parameters, a rainfall intensity, and an initial water content;

[0013] a kinetic energy calculation module configured to, based on a preset trench roughness coefficient, perform fluid mechanics calculation according to the three-dimensional topological parameters and the rainfall intensity to obtain jet flow kinetic energy corresponding to the un- poured trench; and based on a preset rheological coefficient, obtain a starting shear stress according to the stratum physicochemical parameters and the initial water content, and convert the starting shear stress into a bearing kinetic energy corresponding to the horse path excavation topology.

[0014] a topology matching and surplus evaluation module configured to spatially match the outlet coordinates with the horse path excavation topology to generate a horse path intersection point, to calculate a difference between the jet flow kinetic energy and the bearing kinetic energy at the horse path intersection, and to generate a kinetic energy surplus;

[0015] an instruction generation module configured to, only when the kinetic energy surplus is greater than a preset safety threshold, generate an energy dissipation structure according to the kinetic energy surplus, and bind the energy dissipation structure with the horse path intersection point to generate a control instruction;

[0016] A parameter correction module is configured to acquire a deposition form feature of the intersection point of the horse path after the rainfall ends according to the control instruction, calculate a form error rate of the deposition form feature and a preset theoretical deposition form, and perform numerical correction on the trench roughness coefficient and the rheological coefficient according to the form error rate.

[0017] According to another aspect of the present application, an electronic device is provided, comprising a memory for storing computer executable instructions and a processor for executing the computer executable instructions, wherein the computer executable instructions, when executed by the processor, implement the steps of the method described above.

[0018] According to another aspect of the present application, a computer readable storage medium is provided, which stores computer executable instructions, wherein the computer executable instructions, when executed by a processor, implement the steps of the method described above.

[0019] Compared with the prior art, the mountain high-slope water and soil conservation intelligent control method and system according to the embodiments of the present application sink the monitoring angle of water and soil loss from a macro two-dimensional slope surface to a spatial cascade node composed of a trench and a horse path, and accurately determine the spatial coordinates of the physical interaction between water flow and rock-soil. The surplus kinetic energy is used as an objective index for quantitatively evaluating the local erosion risk, overcoming the single risk assessment by only referring to the runoff in the past, and accurately reflecting the constraint relationship between the dynamic changes caused by local water flow convergence and the real resistance of newly exposed strata.

[0020] The control instruction generated by binding the energy dissipation structure parameters and the coordinates of the horse path intersection point can output a physical space defense strategy that is fixed-point, fixed-quantity and consistent with the actual stress working condition, avoiding the resource full coverage laying or indiscriminate construction operation in the field anti-erosion intervention means, and improving the engineering economy and intervention pertinence of the water conservation control measures.

[0021] By acquiring the deposition form feature of the horse path intersection point after the rainfall ends and calculating the form error rate of the theoretical deposition form, the error can be quantified and back-substituted to perform numerical correction on the trench roughness coefficient and the rheological coefficient used in the previous calculation. The system has the ability to self-calibrate the parameters according to the real working conditions of the region, reduces the long-term operation deviation caused by the initial empirical coefficient setting, and ensures the accuracy of the kinetic energy difference calculation of the system in the subsequent rainfall period. BRIEF DESCRIPTION OF DRAWINGS

[0022] The above and other objects, features and advantages of the present application will become more apparent from the following detailed description thereof taken in conjunction with the accompanying drawings, in which like reference characters designate like elements in the figures. The figures are provided to illustrate further understanding of the embodiments of the present application and constitute a part of the specification, together with the embodiments of the present application, to explain the present application, and do not constitute a limitation of the present application. In the figures, the same reference numerals generally designate the same components or steps.

[0023] Figure 1 The whole flowchart of the mountain high slope water conservation intelligent control method of the present application.

[0024] Figure 2 The logic framework diagram of the mountain high slope water conservation intelligent control method of the present application.

[0025] Figure 3 The expansion diagram of the mountain high slope water conservation intelligent control method of the present application. DETAILED DESCRIPTION

[0026] Hereinafter, example embodiments according to the present application will be described in detail with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments of the present application, and it should be understood that the present application is not limited to the example embodiments described herein.

[0027] Embodiment one:

[0028] The existing soil and water conservation monitoring method is generally based on static two-dimensional slope surface to calculate runoff, and lacks a dynamic energy countermechanism for the "slope groove - horse path" spatial topological structure during construction period, which leads to the problem that the system cannot quantitatively calculate the scouring and defense boundary at the intersection point in three-dimensional space, and the on-site anti-scouring intervention can only rely on experience for full coverage or post-facto passive dredging. The present application obtains the three-dimensional topological parameters corresponding to the un-poured groove, the outlet coordinates, the horse path excavation topography and the strata physical and chemical parameters, the rainfall intensity and the initial water content. Then, the jet flow energy corresponding to the un-poured groove and the bearing dynamic energy corresponding to the horse path excavation topography are calculated respectively, and the outlet coordinates and the horse path excavation topography are spatially matched to generate the horse path intersection point, so as to calculate the difference between the two to generate the dynamic energy surplus. When it is determined that the dynamic energy surplus is greater than the preset safety threshold, the energy dissipation structure parameters are generated according to the surplus, and the control instruction is generated by binding the horse path intersection point. Finally, the actual deposition form features of the corresponding intersection point collected after the rainfall is obtained, the form error rate of the theoretical deposition form is calculated, and the groove roughness coefficient and the flow coefficient of the bottom layer operation are numerically corrected accordingly.

[0029] This application transforms the destructive force of water flow and the surface resistance into a kinetic energy surplus index that quantifies the risk of breach, accurately identifying high-risk spatial scour nodes that are easily overlooked in conventional static calculations. Simultaneously, based on the fixed-point physical intervention strategy generation mechanism triggered by this surplus, it optimizes the allocation of on-site defense resources while providing reliable energy dissipation buffers, eliminates the engineering redundancy of blindly covering the entire area, and effectively intercepts local sudden scour. This improves the protection accuracy of the water conservation line in real mountainous complex rainfall conditions and the long-term adaptive evolution capability of the system's underlying parameters.

[0030] Reference Figures 1-3 As an embodiment of the present invention, a water conservation and intelligent control method for high slope protection in mountainous areas is provided, comprising: S1-S5.

[0031] To facilitate understanding, a high slope protection tiered excavation project in a mountainous area is used as an example. Assume the project is located in an area with a long rainy season (e.g., June to October). One layer has already been excavated and slope-cut, with trenches pre-excavated on the slope surface for constructing concrete frame beams. Horizontal and longitudinal drainage channels are also laid out on the slope. One uncast trench and its downstream walkway are selected for illustration. The uncast trench has an approximately rectangular cross-section. Its three-dimensional topological parameters include a hydraulic radius of approximately 0.15m, a catchment area of ​​approximately 800㎡, and a longitudinal slope of approximately 0.05. The outlet coordinates are taken as a point under the local coordinates of the project (e.g., coordinates (120.0, 85.0, 46.5), in meters). The bearing capacity area corresponding to the excavated topology of its downstream walkway is approximately 20㎡. The stratum physicochemical parameters include an intrinsic cohesion of approximately 15000 N / ㎡, a soil particle density of approximately 2650 kg / m³, and a characteristic particle size of approximately 0.002m. The rainfall intensity of the current rainfall event is approximately... The rainfall speed is approximately 60 mm / s (m / s), the duration is approximately 7200 s, and the initial water content of the formation is approximately 0.25. These example values ​​will be substituted into the corresponding formulas in subsequent steps for explanation.

[0032] Figure 1 and Figure 2 The illustration shows a water conservation intelligent control method for high slope protection in mountainous areas according to an embodiment of this application, specifically including:

[0033] Reference Figure 1 In step S1, the three-dimensional topological parameters and outlet coordinates of the uncast trench of the high mountain slope are obtained, as well as the topology of the horse trail excavation, the physicochemical parameters of the strata, the rainfall intensity, and the initial moisture content.

[0034] In this step, the three-dimensional topological parameters corresponding to the uncast trench refer to the set of parameters describing the spatial geometry of the trench, including at least the cross-sectional shape of the trench, the hydraulic radius of the trench, the catchment area of ​​the trench, and the longitudinal slope of the trench; the outlet coordinates refer to the spatial coordinates of the water flow at the end of the uncast trench; the topology of the walkway excavation refers to the spatial geometry of the walkway platform formed during the construction period, which may include the elevation distribution and bearing influence area of ​​the walkway platform; the physicochemical parameters of the strata refer to the physical and chemical parameters reflecting the erosion resistance of the exposed strata, including at least the intrinsic cohesion, soil particle density, and characteristic particle size; the rainfall intensity refers to the rainfall depth per unit time; and the initial moisture content refers to the volumetric moisture content of the strata before the start of rainfall.

[0035] It should be noted that the three-dimensional topological parameters, exit coordinates, and the topology of the trestle excavation can be extracted from the three-dimensional point cloud data obtained by three-dimensional laser scanning or UAV oblique photography of the slope in the construction area. The exit coordinates can be determined from the point cloud data based on the geometric features of the trench end. Soil physicochemical parameters can be determined through indoor geotechnical tests after on-site sampling (such as direct shear tests to determine cohesion, particle size analysis to determine characteristic particle size, and specific gravity tests to determine particle density). Rainfall intensity can be obtained from rain gauges deployed in the construction area or from regional meteorological data. Initial moisture content can be collected in real time by soil moisture sensors embedded in the slope. The above data, after collection, serve as input for subsequent kinetic energy calculations.

[0036] Using the aforementioned engineering example, the hydraulic radius of the uncast trench (0.15m), catchment area (800㎡), longitudinal slope (0.05), and outlet coordinates (120.0, 85.0, 46.5) were extracted from the 3D point cloud data of the slope; the bearing capacity influence area of ​​the downstream walkway (20㎡) was extracted from the topological point cloud data of the walkway excavation; the intrinsic cohesion (15000N / ㎡), particle density (2650kg / m³), and characteristic particle size (0.002m) were determined by indoor geotechnical tests conducted on site; rainfall intensity... The m / s and rainfall duration of 7200s were recorded by a rain gauge in the construction area; the initial moisture content of 0.25 was collected by a slope moisture content sensor. These parameters were used as inputs for step S2.

[0037] After obtaining the above input parameters, the kinetic energy calculation stage is entered, which quantifies the destructive capacity of the water flow side and the resistive capacity of the stratum side.

[0038] return Figure 1 In step S2, based on the preset trench roughness coefficient, fluid dynamics calculations are performed according to the three-dimensional topological parameters and rainfall intensity to obtain the jet kinetic energy corresponding to the uncast trench. The specific formula is as follows:

[0039] ;

[0040] in, Let J be the kinetic energy of the jet, representing the kinetic energy carried by the surface runoff formed by the convergence of rainfall within the uncast trench. The density of the water flow is (kg / m³). This is the surface runoff coefficient. Rainfall intensity (m / s) The catchment area of ​​the ditch (㎡). The duration of rainfall (s) The preset groove roughness coefficient ( ), The hydraulic radius of the trench is (m). The longitudinal slope of the trench (dimensionless). This reflects the total volume of runoff generated within the catchment area of ​​the ditch during the current rainfall, multiplied by the water flow density. That is, the mass of the runoff. This reflects the average cross-sectional velocity of the runoff within the ditch.

[0041] It should be noted that the preset groove roughness coefficient The roughness coefficient characterizes the degree of obstruction of water flow by the trench wall. Its initial value can be determined by referring to an empirical roughness table based on the trench lining material and surface condition. For example, it is 0.020–0.030 for soil trenches and 0.013–0.017 for masonry or concrete trenches. In this embodiment, it is 0.025 for uncast soil trenches. This initial value is numerically corrected in subsequent step S5 based on measured sedimentation patterns. Surface runoff coefficient The value used to characterize the proportion of rainfall converted into surface runoff is determined by referring to the empirical table of runoff coefficients based on the type of underlying surface of the slope. For bare soil slopes, it is generally taken as 0.5 to 0.7, and in this embodiment, it is taken as 0.6.

[0042] Using the aforementioned engineering example, =0.025、 =0.15m Substituting 0.05 into the equation, we obtain an average cross-sectional velocity of approximately 2.53 m / s for the runoff within the ditch. =0.6、 = m / s =800㎡、 Multiplying by 7200s, the total runoff volume is approximately 57.6 m³, corresponding to a mass of approximately 57600 kg; based on this, the jet kinetic energy of the channel is calculated to be approximately 1.84 × 10⁻⁶. 5 J.

[0043] After calculating the jet kinetic energy, the formation's resistance capacity is further calculated. First, the initiation shear stress is obtained from the formation's physicochemical parameters and initial water cut. Based on a preset rheological coefficient, the initiation shear stress is then calculated using the formation's physicochemical parameters and initial water cut. The specific formula is as follows:

[0044] ;

[0045] in, The initiation shear stress (Pa) characterizes the critical shear stress required for surface particles to begin detaching from the formation. A higher value indicates a stronger resistance to erosion. The intrinsic cohesion (N / m²) is a parameter in the physical and chemical properties of the formation. The moisture-sensitive attenuation constant is The initial moisture content, The preset rheological coefficient, This refers to the density of soil and rock particles (kg / m³) in the physicochemical parameters of the strata. The acceleration due to gravity ( ), The characteristic particle size (m) in the physicochemical parameters of the formation. This characterizes the contribution of formation cohesion, and this contribution decreases with increasing initial water cut, reflecting the phenomenon of decreased formation cohesion after water is added. It reflects the contribution of particle weight and interparticle friction to starting;

[0046] It should be noted that the moisture-sensitive attenuation constant This parameter is used to characterize the sensitivity of formation cohesion to decrease with increasing water content. Its value can be determined by conducting direct shear tests on the same formation sample under different water content conditions, measuring the cohesion at each water content, and then... The rheological coefficients were obtained by fitting the experimental data in a specific form and then calibrating them. The rheological properties used to characterize the contribution of formation particles to the initiation shear stress under the action of water flow can be initially determined by soil tests based on the formation type, and then numerically corrected in subsequent step S5 based on the measured sedimentation morphology. Intrinsic cohesion is also a physicochemical parameter of the formation. Density of soil and rock particles in stratigraphic physicochemical parameters Characteristic particle size in formation physicochemical parameters All were determined by geotechnical tests in step S1;

[0047] The starting shear stress is then converted into the bearing kinetic energy corresponding to the topology of the walkway excavation, as shown in the following formula:

[0048] ;

[0049] in, To carry kinetic energy (J), it represents the upper limit of energy that the exposed strata corresponding to the horse trail excavation topology can resist and dissipate within the allowable erosion range. The starting shear stress (Pa) is the starting shear stress. The bearing-bearing impact area (㎡) of the topology excavated for the horse trail. This represents the maximum permissible erosion displacement limit (m) for the stratum. This reflects the force required to initiate the overall strata on that bearing area;

[0050] It should be noted that the maximum allowable erosion displacement limit of the strata... This refers to the upper limit of the depth to which the surface of the stratum can be eroded and stripped without endangering the structural safety of the bridleway and subsequent construction processes. Its value is determined according to engineering design specifications and the safety level of the bridleway; the higher the safety redundancy requirement, the smaller the value. In this embodiment, it is 0.05m. Following the aforementioned engineering example, [the following is a more detailed description of the depth]. =15000N / ㎡ =2.0、 Substituting 0.25 into the first term of the formula for calculating the starting shear stress, we get approximately 9098 Pa. =0.8、 =2650kg / m³, g is taken as 9.81m / s². Substituting 0.002m into the second term of the formula for calculating the starting shear stress, we get approximately 41.6 Pa. Adding the two terms together, we get the starting shear stress as approximately... Pa; then combine it with =20㎡、 Multiplying by 0.05m, we get the bearing kinetic energy corresponding to the excavation topology of the horse trail as approximately J.

[0051] After obtaining the jet kinetic energy and the bearing kinetic energy respectively, it is necessary to determine the precise location where the two oppose each other in space, that is, to align the water outlet and the bridle bearing surface at the actual water collection location. This leads to the generation of the bridle intersection point and the calculation of the kinetic energy surplus; Return Figure 1 In step S3, the exit coordinates are spatially matched with the topology of the horse trail excavation to generate the horse trail intersection point, including:

[0052] Converting the topology of the horse track excavation into three-dimensional elevation point cloud data specifically means discretizing the spatial geometry of the horse track platform into a set of points with elevation attributes in order to perform ray projection and elevation search.

[0053] Starting from the exit coordinates, a spatial ray is projected onto the three-dimensional elevation point cloud data along the vertical direction of gravity. The intersection of the spatial ray and the point cloud surface is calculated to obtain the initial collision coordinates. Specifically, starting from the exit coordinates, the intersection of the point cloud surface of the horse track is calculated along the vertical downward direction to obtain the position where the water first falls onto the horse track platform under the action of gravity.

[0054] Specifically, the aforementioned spatial ray projection and intersection can be achieved as follows: Since the spatial ray is along the direction of the vertical line of gravity, its projection on the horizontal plane degenerates into a point. Therefore, the planar coordinates of the initial collision coordinates are the same as the planar coordinates of the exit coordinates. The intersection process essentially boils down to finding the elevation value of the horse trail point cloud surface at that planar position. To this end, the three-dimensional elevation point cloud data is first triangulated to reconstruct the discrete elevation point set into a point cloud surface composed of triangular facets. Then, the triangular facet falling on the planar position of the exit coordinates is located in the horizontal plane. Based on the planar coordinates and elevation of the three vertices of this triangular facet, the intersection is calculated according to the planar position. The coordinates of the centroid placed within the triangular facet are linearly interpolated with the elevations of the three vertices. The resulting elevation values, together with the planar coordinates of the exit coordinates, constitute the initial collision coordinates. If the planar position of the exit coordinates falls within the gaps in the point cloud data or outside the point cloud boundary, several horizontally adjacent point cloud points are taken, and inverse distance weighted interpolation is performed based on the horizontal distance between each point and the planar position to obtain the elevation value at that location. When the platform surface has a reverse slope, multiple steps, or cantilever, causing the spatial ray to intersect the point cloud surface at more than two points, the intersection point with the highest elevation is taken as the initial collision coordinate, which is the platform surface that the water first contacts when it falls along the direction of gravity.

[0055] Using the initial collision coordinates as the center, extract the local elevation set within a preset horizontal neighborhood range from the three-dimensional elevation point cloud data;

[0056] It should be noted that the preset horizontal neighborhood range is used to define the area around the initial collision coordinates that participates in the elevation search. Its value is determined based on the lateral dimension of the ramp platform and the positioning error of the exit coordinates. If the value is too small, it is easy to miss the real water catchment low point; if the value is too large, it will include irrelevant terrain. In this embodiment, the range is taken with the initial collision coordinates as the center and a horizontal radius of about 2m.

[0057] A minimum search is performed on the local elevation set to extract the topological minimum point with the lowest elevation value, including:

[0058] Obtain the runoff tangent vector at the outlet coordinates of the uncast trench;

[0059] In this step, the runoff tangent vector refers to the instantaneous direction vector of surface runoff flowing down the uncast trench at the outlet coordinates. It represents the direction of water flow when leaving the end of the trench. The runoff tangent vector can be determined based on the three-dimensional topological parameters of the uncast trench obtained in step S1: First, extract the centerline of the bottom of the uncast trench from the three-dimensional topological parameters and discretize it into centerline nodes arranged along the trench. Then, take the centerline node at the outlet coordinates and its adjacent upstream centerline node, and use the difference between their spatial coordinates as the tangent direction vector of the centerline at that point. Make this direction vector point to the side with lower elevation, that is, to the side of water flow discharge. Finally, normalize the direction vector to obtain a unit direction vector with a modulus of 1, which is the unit direction vector of the runoff tangent vector in the slope accumulation value calculation formula. When there is a bend at the end of the trench, several adjacent centerline nodes on both sides of the outlet coordinates can be curve fitted and then the tangent direction at that point can be obtained to reduce the direction deviation introduced by directly subtracting the discrete nodes.

[0060] A spatial gravity flow field is constructed on a local elevation set based on the runoff tangent vector, and the cumulative slope value of the spatial gravity flow field corresponding to each point within the local elevation set is calculated. The specific formula is as follows:

[0061] ;

[0062] in, This represents the cumulative slope value (m). This represents the total number of discrete nodes along the flow path in the local elevation set. Let be the elevation gradient vector (dimensionless) at the k-th node. The unit direction vector of the runoff tangent vector. Let be the spatial step size (m) of the k-th node;

[0063] Specifically, constructing a spatial gravity flow field refers to determining the dominant flow direction of water at each point on a local elevation set based on the runoff tangent vector. It represents the accumulated height difference during the downward flow of water along the flow path. The larger the accumulated height difference, the more potential energy the water gains during the downward flow.

[0064] The flow path corresponding to each point refers to the path taken by the streamline extending along the spatial gravity flow field from the initial collision coordinates to that point. This path is discretized into nodes arranged along the path according to a preset spatial step size. The number of nodes is the total number of discrete nodes along the flow path, and the sum of the spatial step sizes of each node is the length of the flow path. The value of the spatial step size is determined based on the point spacing of the 3D elevation point cloud data, and is not less than the average point spacing of the point cloud, so that the elevation gradient vector at each node can be stably obtained from the point cloud data.

[0065] Obtain the spatial offset of each point within the local elevation set from the principal axis of the gravity flow field;

[0066] In this step, the principal axis of the gravity flow field refers to the dominant flow path of the water after it enters the platform without lateral disturbance. It extends along the direction of the projection of the runoff tangent vector onto the horizontal plane, starting from the initial collision coordinates. The spatial offset refers to the vertical distance from each point within the local elevation set to this principal axis on the horizontal plane. The larger the value, the farther the point deviates from the main convergence path of the water flow. The formula for calculating the spatial offset is as follows:

[0067] ;

[0068] in, This represents the spatial offset (m) of the k-th point within the local elevation set. Let be the projected coordinate vector (m) of the k-th point in the local elevation set on the horizontal plane. Let m be the projection coordinate vector of the initial collision coordinates onto the horizontal plane. The normalized projection of the runoff tangent vector onto the horizontal plane is the unit direction vector of the principal axis. For vectors Projected length (m) along the main axis;

[0069] The cumulative slope value and spatial offset are fused to generate the scour energy potential value, as shown in the following formula:

[0070] ;

[0071] in, The scour energy potential (m) represents the potential scour concentration as measured by water head height. This represents the cumulative slope value (m). The spatial offset (m) reflects the lateral distance of each point from the main axis of the gravitational flow field. The greater the deviation, the less likely the point is to be located on the main convergence path of the water flow. The reference distance (m) for the lateral attenuation of the flow field is used to control the rate of lateral attenuation. Its value is determined based on the lateral diffusion characteristic scale of the water flow on the platform.

[0072] Search for the topological minimum point with the highest scour energy potential value in the local elevation set, and use it as the intersection point of the horse trail;

[0073] It should be noted that the topological minimum points extracted here refer to points within a local elevation set that possess both elevation depression characteristics and concentrated scour energy characteristics; due to the potential value of scour energy... The cumulative slope value (reflecting the cumulative elevation difference along the flow downwards, with larger values ​​corresponding to low-lying catchment locations) has been integrated with the main axis offset attenuation (reflecting whether it is located on the main convergence path of the water flow). Therefore, the highest scour energy potential value is used as the selection criterion. The selected point is located at both a local low-lying catchment location and a location where the water flow energy is concentrated, avoiding the situation where the intersection point may deviate from the actual energy concentration point when simply using the lowest geometric elevation as the intersection point.

[0074] The coordinates of the topological minimum point are identified as the intersection of the horse paths;

[0075] Calculate the difference between the jet kinetic energy and the bearing kinetic energy at the intersection of the bridle path to generate the kinetic energy surplus. The specific formula is as follows:

[0076] ;

[0077] in, The kinetic energy surplus (J) represents the portion of the jet kinetic energy carried by the water flow at the intersection of the runway and the strata that exceeds the kinetic energy that the strata can dissipate. A value greater than zero indicates a risk of erosion and breaching of the strata at that location; the larger the value, the higher the risk. The kinetic energy of the jet (J). To carry kinetic energy (J).

[0078] Following the aforementioned engineering example, the initial collision coordinates are projected onto the horse trail elevation point cloud along the gravity vertical line, starting from the exit coordinates (120.0, 85.0, 46.5), to obtain the initial collision coordinates. A local elevation set is extracted within a neighborhood centered on these coordinates and with a horizontal radius of approximately 2m. A spatial gravity flow field is constructed based on the runoff tangent vector at the exit coordinates. The cumulative slope and spatial offset at each point are calculated and fused to obtain the scour energy potential value. The topological minimum point with the highest scour energy potential value is taken as the horse trail intersection point (e.g., coordinates (120.3, 83.6, 44.8)). At this horse trail intersection point, the jet kinetic energy obtained in step S2 is approximately... J and the kinetic energy it carries are approximately By subtracting J, the kinetic energy surplus is approximately J.

[0079] The aforementioned method of determining the confluence point of the embankment by combining spatial ray projection with scour energy potential is based on the fact that the outlet coordinates reflect the local water flow outlet at the end of the trench, while the bearing resistance occurs on the three-dimensional embankment excavation surface, and the two are located at different spatial levels. Water flows down the slope under gravity and eventually converges at a local low-lying area. Therefore, the initial position of the water flow landing on the embankment is first determined by gravity vertical projection, and then the actual water collection and energy concentration location is found in its neighborhood. This allows for the difference calculation of the jet kinetic energy and the bearing kinetic energy on the actual spatial coordinates where they clash, reducing the positioning deviation introduced by approximating the confluence point with a point directly below the outlet. As an alternative, the vertical projection point of the outlet coordinates can be directly taken as the confluence point, or the lowest geometric elevation point in the neighborhood can be taken as the confluence point, or hydrological simulation methods such as flow accumulation can be used to determine the water collection point. However, the lowest geometric elevation point is not necessarily the location of water energy concentration, and a complete hydrological simulation requires high accuracy of elevation data and a large amount of computation.

[0080] After obtaining the intersection point of the horse trail and its kinetic energy surplus, it determines whether physical defense is needed based on the surplus. If necessary, the surplus energy is converted into energy dissipation structure parameters, thereby generating control commands bound to the intersection point; return. Figure 1 In step S4, energy dissipation structure parameters are generated based on the kinetic energy surplus only when the kinetic energy surplus is greater than the preset safety threshold. The specific formula is as follows:

[0081] ;

[0082] in, The required energy dissipation pool volume (m³) is specified in the energy dissipation structure parameters. The kinetic energy surplus (J). The density of the water flow is (kg / m³). The acceleration due to gravity ( ), The pre-designed structural head difference (m) at the intersection of the bridle paths; in this step, the energy dissipation structural parameters refer to the design parameters of the physical defense structure used to absorb the excess kinetic energy at the intersection of the bridle paths, which at least include the required energy dissipation pool volume;

[0083] It should be noted that the preset safety threshold is used to determine whether an energy dissipation structure is needed due to the excess kinetic energy. Its value can be determined based on the lower limit of energy corresponding to the minimum economical scale of the energy dissipation structure, or the upper limit of scour energy acceptable to the project and requiring no special protection. When the excess kinetic energy is less than or equal to this preset safety threshold, it indicates that the stratum's own bearing capacity and conventional drainage are sufficient, and no separate energy dissipation structure is required. The preset structural design head difference at the intersection of the walkway... This refers to the design head difference between the inlet and outlet of the energy dissipation pool at the intersection of the catwalk and the energy dissipation structure. Its value is determined based on the elevation distribution of the catwalk platform at that intersection and the design conditions of the energy dissipation structure. In this embodiment, the preset safety threshold is... J, the structural design head difference is taken as 2m;

[0084] The energy dissipation structure parameters are then bound to the intersection of the catwalk to generate control commands.

[0085] In this step, the control command is generated by binding the energy dissipation structure parameters with the coordinates of the intersection point of the bridle path. This means that the coordinates of the intersection point are used as the construction location of the energy dissipation structure and the energy dissipation structure parameters are used as the construction scale to form a construction control command pointing to a specific spatial location. This ensures that the anti-scour intervention is implemented at a fixed point and on a fixed scale, rather than being laid indiscriminately on the slope.

[0086] Using the aforementioned engineering example, the kinetic energy surplus at the intersection of the horse trails is approximately J is greater than the preset safety threshold. J, thus triggering the generation of energy dissipation structure parameters; combining the kinetic energy surplus with... kg / m³, g is taken as 9.81m / s². Substituting 2m into the above formula, the required energy dissipation pool volume is approximately 8.9m³. This energy dissipation pool volume is then bound to the coordinates of the crossroads intersection (120.3, 83.6, 44.8), generating a control command pointing to this intersection and constructing an energy dissipation pool with a volume of approximately 8.9m³. It should be noted that the example values ​​here correspond to the case where the pre-diversion described later is not enabled. When the pre-diversion described later is enabled, the required energy dissipation pool volume is calculated separately based on the kinetic energy surplus after attenuation recalculation.

[0087] The above method of converting energy dissipation structure parameters based on kinetic energy surplus is because kinetic energy surplus represents the portion of water flow destructive capacity that exceeds the stratum's bearing capacity, which needs to be absorbed by physical structures. Therefore, from the perspective of energy conservation, this portion of energy is converted into the required volume of the energy dissipation pool. This allows the scale of the energy dissipation structure to be determined according to the actual surplus energy at the confluence point, reducing the possibility of mismatch between scale and actual risk when configuring based on slope length or catchment area experience. As an alternative, energy dissipation facilities can also be configured based on slope length or catchment area experience, or based on runoff. In contrast, runoff cannot reflect the degree of energy concentration at local confluence points. This step uses the method of converting energy dissipation pool volume based on kinetic energy surplus, which allows the structural scale to directly correspond to the surplus energy at that point.

[0088] After the energy dissipation structure was installed according to control commands and a rainfall event occurred, in order to ensure that the empirical coefficients used in the aforementioned calculations accurately reflect the actual working conditions of the region, the process proceeded to a parameter correction stage based on the measured sedimentation morphology after rainfall; [Return] Figure 1In step S5, the sedimentation morphology characteristics collected at the intersection of the horse trails after the rainfall ends, based on control commands, are obtained. The morphological error rate between the sedimentation morphology characteristics and the preset theoretical sedimentation morphology is calculated, and the specific formula is as follows:

[0089] ;

[0090] in, For shape error rate, This represents the actual volume of sediment deposition (m³). The theoretical deposition volume (m³) is the preset value.

[0091] In this step, sediment deposition morphology refers to the sediment deposition pattern collected at the energy dissipation structure of the horse trail intersection after rainfall. The actual sediment deposition volume can be calculated by cross-sectional measurement or three-dimensional scanning of this location. Obtain; the preset theoretical deposition volume It refers to the volume of sediment that should be deposited at the intersection of the rainfall events, calculated in advance based on the design conditions of the energy dissipation structure, under the trench roughness coefficient and rheological coefficient used in the aforementioned calculations.

[0092] Specifically, the preset theoretical sedimentary volume can be calculated as follows: Based on the surface runoff coefficient, rainfall intensity, gully catchment area, and rainfall duration obtained in step S1, calculate the total volume of runoff formed within the gully catchment area during this rainfall; combine the gully roughness coefficient and rheological coefficient used in the aforementioned calculation to determine the sediment-carrying capacity of the runoff along the gully to the Madao discharge path; multiply the total runoff volume by the sediment-carrying capacity to obtain the total mass of sediment transported to the Madao confluence point with the runoff; then determine the mass of sediment deposited within the energy dissipation structure according to the design sediment settling efficiency of the energy dissipation structure at the confluence point, and convert this mass into volume according to the dry density of the sediment, thus obtaining the preset theoretical sedimentary volume. The sediment-carrying capacity of the runoff can be determined based on regional soil and water loss experience or measured sediment content from previous rainfall; the design sediment settling efficiency and dry density of the energy dissipation structure are determined based on the design conditions of the energy dissipation structure and the particle composition of the strata, respectively.

[0093] Morphological error rate The difference between the actual sediment volume and the theoretical sediment volume is expressed as the ratio of the difference to the preset theoretical sediment volume. It is used to quantify the degree of deviation between the measured sedimentation and the theoretical sedimentation. Its sign reflects the direction of deviation and its value reflects the magnitude of deviation.

[0094] The groove roughness coefficient and rheological coefficient are numerically corrected based on the morphological error rate, including:

[0095] Furthermore, the historical value sequences of the trench roughness coefficient and rheological coefficient for each period prior to this numerical correction are retrieved, and the historical fluctuation variance of the historical value sequences within a preset time window is calculated, including:

[0096] According to the generation time sequence of the historical value sequence, a corresponding time sequence weight coefficient is assigned to each historical value; wherein, the time sequence weight coefficient decreases exponentially as the step size of the historical value in the historical value sequence from the current value correction increases;

[0097] In this step, the time series weighting coefficient is used to assign different weights to historical values ​​of different periods when calculating historical variance. Historical values ​​closer to the current correction are assigned higher weights, and those further away are assigned lower weights. Moreover, the weight decreases exponentially with the increase of the distance step size, so that the variance reflects the recent parameter fluctuations more. The time series weighting coefficient can be a set of values ​​that have an exponential decay relationship with the distance step size. The exponential decay rate is set according to the need for the emphasis on recent data. The set of values ​​is normalized so that the sum is 1, so as to ensure that the dimension of historical variance is consistent with the dimension of the square of the deviation of historical values.

[0098] Based on the deviation of each historical value from the mean of the historical value sequence, and in conjunction with the corresponding time-series weighting coefficients, the weighted squared deviation of each historical value is calculated. The summation of these weighted squared deviations yields the historical volatility variance, as shown in the following formula:

[0099] ;

[0100] in, and The historical fluctuation variance of the groove roughness coefficient is ( ) The historical variance of the rheological coefficient and its fluctuations. The total number of historical correction periods within the preset time window, where i is the time-series index of each historical correction period. These are the time-series weighting coefficients. The historical value of the groove roughness coefficient for the i-th historical correction period in the historical value sequence ( ), This represents the average of the historical values ​​of the trench roughness coefficient in the historical value sequence. ), Let be the historical value of the rheological coefficient in the i-th historical correction period of the historical value sequence. The mean of the historical values ​​of the rheological coefficients in the historical value sequence;

[0101] In this step, the historical variance characterizes the weighted fluctuation of the historical values ​​of the groove roughness coefficient and rheological coefficient within a preset time window. A larger variance indicates that the value of this parameter is more unstable in recent correction periods. The total number of historical correction periods within the preset time window... The number of historical periods used to define the variance of volatility calculation is determined based on the amount of available rainfall-correction cycle data and the time scale of parameter evolution. If the value is too small, the variance of volatility will be easily affected by individual periods; if the value is too large, too much historical data will be included. In this embodiment, the value is 5.

[0102] The current parameter gradient adjustment is calculated based on the morphological error rate, using the following formula:

[0103] ;

[0104] in, and These represent the parameter gradient adjustment amounts for the groove roughness coefficient (( And the parameter gradient adjustment amount for the rheological coefficient, and These are the preset first learning step size ratio constant and the second learning step size ratio constant, respectively. For shape error rate, The current trench roughness coefficient ( ), The current rheological coefficient;

[0105] In this step, the parameter gradient adjustment amount represents the initial adjustment amount applied to the groove roughness coefficient and rheological coefficient based on the morphological error rate in this correction, without stability processing. It is obtained by multiplying the product of the morphological error rate and the current parameter value by the corresponding learning step size proportional constant, so that the adjustment amount changes synchronously with the magnitude of the morphological error rate and the order of magnitude of the current parameter. It should be noted that the preset first learning step size proportional constant and the preset second learning step size proportional constant are used to control the adjustment magnitude of the groove roughness coefficient and rheological coefficient in each correction, respectively. Both are dimensionless quantities and their values ​​are between 0 and 1. When the value is small, the single adjustment magnitude is small, the parameter convergence is slow, but the correction process is more stable. When the value is large, the parameter convergence is fast, but oscillation is easy to occur. The specific value is determined based on the trade-off between the convergence speed and stability of the parameter correction, and can be adjusted in combination with the convergence of the morphological error rate in the historical correction cycle. In this embodiment, both are set to 0.1.

[0106] The parameter gradient adjustment is numerically coupled with the historical volatility variance to generate a regularized stability factor, as shown in the following formula:

[0107] ;

[0108] in, and These represent the regularization stabilization factors for the groove roughness coefficient and the regularization stabilization factors for the rheological coefficient, respectively. and The historical fluctuation variance of the groove roughness coefficient is ( ) The historical variance of the rheological coefficient and its fluctuations. and These are the preset roughness reference scales ( and rheological reference scale;

[0109] In this step, the regularization stabilization factor is used to suppress the parameter gradient adjustment based on the recent historical fluctuations of the parameter. Its value is between 0 and 1; the larger the historical fluctuation variance, the smaller the regularization stabilization factor, thereby reducing the adjustment magnitude and suppressing overshoot when the parameter fluctuates sharply in the recent period. A preset roughness reference scale is also used. Compared with the preset rheological reference scale These are used to dimensionlessly represent the historical fluctuation variances of the groove roughness coefficient and the rheological coefficient. The characteristic values ​​of their respective typical ranges are taken, making the ratios within the exponential terms dimensionless. In this embodiment... Take 0.03, Set the value to 1.0;

[0110] The parameter gradient adjustment is smoothed and weighted using a regularization stabilization factor to generate the final adjustment step size, as shown in the following formula:

[0111] ;

[0112] in, and These are the final adjustment step sizes for the groove roughness coefficient ( (and the final adjustment step size for the rheological coefficient) and These represent the regularization stabilization factors for the groove roughness coefficient and the regularization stabilization factors for the rheological coefficient, respectively. and These represent the parameter gradient adjustment amounts for the groove roughness coefficient (( The parameter gradient adjustment amount for the rheological coefficient; in this step, the final adjustment step size is the adjustment amount after the parameter gradient adjustment amount is weighted by the regularization stabilization factor, which retains the adjustment direction determined by the morphological error rate while suppressing the adjustment amplitude based on the recent fluctuation of the parameter.

[0113] The final adjustment step size is superimposed on the current trench roughness coefficient and rheological coefficient to obtain the updated trench roughness coefficient and updated rheological coefficient, as shown in the following formula:

[0114] ;

[0115] in, The updated trench roughness coefficient, The updated rheological coefficients, The current trench roughness coefficient ( ), The current rheological coefficient is used as the input for the kinetic energy calculation in the next rainfall cycle. In this step, the final adjustment step size is superimposed on the current trench roughness coefficient and rheological coefficient to obtain the updated value, which is then used as the input for the kinetic energy calculation in the next rainfall cycle. This allows the empirical coefficients on which the kinetic energy calculation depends to be calibrated cycle by cycle according to the actual working conditions of the region.

[0116] Following the aforementioned engineering example, after rainfall, cross-sectional measurements were taken at the energy dissipation structure at the intersection of the horse trails. The actual sediment deposition volume was approximately 3.6 m³, while the theoretical deposition volume calculated based on the design conditions of the energy dissipation structure was approximately 3.0 m³. Therefore, the morphological error rate was approximately 0.2. Taking the current trench roughness coefficient as 0.025 and the current rheological coefficient as 0.8, and If all values ​​are 0.1, then the parameter gradient adjustment amount of the groove roughness coefficient is approximately The parameter gradient adjustment amount of the rheological coefficient is approximately ; retrieve both within a preset time window ( The historical value sequence within (=5) is calculated using time-series weighted coefficients, assuming the historical fluctuation variance of the trench roughness coefficient is approximately... The historical fluctuation variance of the rheological coefficient is approximately ,Pick =0.03、 =1.0, then the corresponding regularization stabilization factors are approximately 0.996 and 0.998, respectively; based on this, the final adjustment step sizes for the groove roughness coefficient and rheological coefficient are approximately... and After superposition, the updated trench roughness coefficient is approximately 0.0255 and the updated rheological coefficient is approximately 0.816, which are used as inputs for the next rainfall cycle step S2.

[0117] The aforementioned method of using measured sedimentation morphology to correct empirical coefficients and incorporating historical fluctuation variance for regularization is based on the fact that the initial values ​​of the trench roughness coefficient and rheological coefficient are derived from empirical table lookups or limited experiments, which deviate from the actual working conditions in the region. The actual sedimentation morphology at the intersection of the marshland after rainfall is the physical manifestation of the aforementioned calculation results. Therefore, the morphological error rate between measured and theoretical sedimentation is used as a feedback quantity to correct the aforementioned coefficients. Simultaneously, to avoid over-adjustment of parameters due to large single errors caused by individual abnormal rainfall, the recent historical fluctuation variance is used to suppress the adjustment amount. This allows the empirical coefficients upon which the kinetic energy calculation relies to gradually conform to the actual working conditions with each rainfall cycle, and reduces the adjustment amplitude to suppress oscillations when recent parameter fluctuations are severe. As an alternative, parameters can be updated directly based on the gradient of the morphological error rate without regularization, or parameters can be estimated using Kalman filtering, Bayesian updates, etc. In contrast, parameter updates without regularization are easily affected by single abnormal rainfall events, while Kalman filtering, Bayesian updates, etc. require the establishment of a state-space model and the pre-defined noise or prior distribution. This step uses exponentially weighted historical variance for regularization, which corrects the data based on measured feedback while suppressing overshoot.

[0118] Based on the above steps, for individual crosswalk intersections, the kinetic energy surplus may be so high that it is difficult for the energy dissipation structure at a single intersection to absorb it within a reasonable scale. In this case, simply increasing the scale of the energy dissipation structure at the intersection will be limited by the space of the crosswalk platform and the economic efficiency of the project. Therefore, this application further proposes that, before generating the energy dissipation structure parameters, the following steps are also included:

[0119] Compare whether the kinetic energy surplus is greater than the preset single-point limit dissipation threshold;

[0120] Only when the kinetic energy surplus is greater than the single-point limit dissipation threshold, based on the three-dimensional topological parameters, a topological traversal is performed upstream from the horse trail intersection point along the opposite direction of surface runoff to extract the trench intersection nodes with lateral connectivity attributes.

[0121] In this step, the single-point limit dissipation threshold refers to the upper limit of kinetic energy that the energy dissipation structure at a single crossroad intersection can absorb within a reasonable construction scale. Its value is greater than the preset safety threshold in step S4. When the kinetic energy surplus is between the preset safety threshold and the single-point limit dissipation threshold, it indicates that the energy dissipation structure at the intersection can absorb it, generating only energy dissipation structure parameters. When the kinetic energy surplus is greater than the single-point limit dissipation threshold, it indicates that single-point energy dissipation is insufficient to absorb it within a reasonable scale, requiring upstream pre-diversion. The specific value of the single-point limit dissipation threshold is determined based on the limit energy dissipation capacity of the single crossroad intersection energy dissipation structure under the constraints of crossroad platform space and engineering economics. In this embodiment, the value is... J, a ditch intersection node with lateral connectivity, refers to a location where an upstream lateral ditch intersects with the surface runoff discharge path, which can divert part of the runoff laterally.

[0122] The kinetic energy diversion reduction factor is calculated based on the slope parameters of the transverse trenches at the trench intersections, including:

[0123] Obtain the incident velocity of surface runoff at the intersection of the ditch and the lateral deflection angle of the transverse ditch relative to the original discharge path of the surface runoff.

[0124] In this step, the incident velocity is obtained in the same way as the average velocity of the cross-section in step S2, that is, using the preset trench roughness coefficient, the hydraulic radius of the trench at the trench intersection node, and the longitudinal slope of the trench at that point as inputs, and calculating the jet kinetic energy according to the formula in step S2. The calculation results show that the hydraulic radius and longitudinal slope of the trench at the intersection node are extracted at the node from the three-dimensional topological parameters obtained in step S1. The preset trench roughness coefficient is the current value used in step S2 and is updated periodically with the numerical correction in step S5. Alternatively, the incident velocity can also be directly measured by the velocity sensor installed upstream of the trench intersection node.

[0125] The lateral deflection angle refers to the angle between the centerline direction of the transverse ditch at the ditch intersection and the original discharge path direction of the surface runoff. Its value ranges from 0° to 90°: a value of 0° indicates that the transverse ditch follows the original discharge path, and the transverse ditch does not intercept the surface runoff; a value of 90° indicates that the transverse ditch is orthogonal to the original discharge path, and the transverse ditch has the strongest interception effect on the surface runoff. The lateral deflection angle can be determined based on three-dimensional topological parameters: extract the centerline direction vector of the transverse ditch at the ditch intersection and the direction vector of the original discharge path of the surface runoff from the three-dimensional topological parameters. The direction vector of the original discharge path is obtained by subtracting and normalizing the coordinates of adjacent nodes on the centerline of the longitudinal ditch bottom at the intersection, following the aforementioned method for obtaining the runoff tangent vector; then perform a dot product operation on the two unit direction vectors and take the inverse cosine of their absolute values ​​to obtain the lateral deflection angle at the ditch intersection.

[0126] Based on the incident velocity and lateral deflection angle, vector decomposition is performed to calculate the lateral momentum component of the jet entering the transverse trench and the inertial component crossing the trench along the original discharge path. The specific formulas are as follows:

[0127] ;

[0128] ;

[0129] in, The lateral momentum component is denoted as (m / s). The inertial component across the trench (m / s) is the inertial component. The incident velocity is (m / s). This refers to the lateral deflection angle;

[0130] In this step, the incident flow velocity Characterizing the velocity and lateral deflection angle of surface runoff at the gully intersection. The deflection angle of the transverse ditch relative to the original discharge path of surface runoff is characterized by vector decomposition of the incident velocity along the transverse ditch direction and the original discharge path direction, where the component along the transverse ditch direction ( Characterizes the lateral momentum components that can be diverted by the transverse trenches. The component along the original discharge path ( This characterizes the inertial component of the water flowing down the original path after crossing the trench intersection. The incident velocity can be calculated based on the three-dimensional topological parameters and runoff conditions of the upstream channel, and the lateral deflection angle can be determined by the spatial orientation of the transverse channel and the original discharge path in the three-dimensional topological parameters.

[0131] Based on the slope parameter and lateral momentum component, the theoretical interception coefficient of the transverse channel is calculated, and the specific formula is as follows:

[0132] ;

[0133] in, This is the theoretical interception coefficient. The lateral momentum component is denoted as (m / s). The incident velocity is (m / s). The slope parameter is dimensionless; in this formula, the theoretical interception coefficient is... The proportion of surface runoff diverted by transverse gullies, under ideal conditions where cross-gully runoff is neglected, is based on the ratio of the lateral momentum component to the incident velocity (representing the proportion of incident momentum biased towards the transverse gullies), multiplied by (…). The effect of the transverse channel slope on diversion is taken into account. The greater the transverse channel slope, the stronger its ability to guide water flow and the higher its theoretical interception coefficient.

[0134] The structural width parameter at the trench intersection is extracted, and the ratio of the trench-crossing inertial component to the structural width parameter is calculated to generate the kinetic energy dissipation penalty factor. The specific formula is as follows:

[0135] ;

[0136] in, As a kinetic energy dissipation penalty factor, The inertial component for crossing the ditch is (m / s), and g represents the acceleration due to gravity. Here is the structural width parameter (m); in this formula, the kinetic energy dissipation penalty factor is... This is used to account for the diversion loss caused by some water flow crossing the transverse channel due to inertia and not being intercepted; the component of inertia when crossing the channel. The larger the value, the stronger the tendency of the water flow to continue flowing down its original path after passing the intersection of the channels, and the lower the proportion of water intercepted by the transverse channels; structural width parameter Characterizing the flow width of the transverse trench at the trench intersection node; a larger width is more conducive to flow interception; structural width parameter. It can be extracted from the three-dimensional topological parameters of the transverse trench at the trench intersection node;

[0137] The kinetic energy diversion reduction coefficient is obtained by numerically reducing the theoretical cutoff coefficient using the kinetic energy dissipation penalty factor, as shown in the following formula:

[0138] ;

[0139] in, The kinetic energy diversion reduction factor represents the proportion of kinetic energy surplus reaching the horse trail intersection that can actually be diverted and reduced by the transverse ditch after accounting for cross-ditch dissipation losses. As a kinetic energy dissipation penalty factor, This is the theoretical interception coefficient;

[0140] And based on the kinetic energy diversion reduction coefficient, the pre-diversion structure parameters are generated at the trench intersection node;

[0141] In this step, the pre-diversion structure parameters refer to the design parameters of the pre-diversion structure constructed at the ditch intersection to divert a portion of the surface runoff along the transverse ditch. These parameters include at least the required diversion channel volume of the pre-diversion structure. Since the kinetic energy diversion reduction coefficient characterizes the proportion of kinetic energy surplus that the transverse ditch can actually divert and reduce at the bridle intersection, the product of the kinetic energy diversion reduction coefficient and the kinetic energy surplus is the kinetic energy diverted by the pre-diversion structure and required to be absorbed by it. This portion of kinetic energy is converted into the diversion channel volume using the same energy-volume conversion relationship as in step S4, thus obtaining the pre-diversion structure parameters. The specific formula is as follows:

[0142] ;

[0143] in, The required diversion channel volume (m³) in the parameters of the pre-diversion structure. The density of the water flow is (kg / m³). The acceleration due to gravity ( ), Design the head difference for the pre-positioned diversion structure at the intersection of the trenches;

[0144] It should be noted that the design head difference of the pre-diversion structure at the ditch intersection refers to the design head difference between the inlet and outlet of the pre-diversion structure. Its value is determined based on the elevation distribution of the transverse ditch at the ditch intersection and the design conditions of the pre-diversion structure. The determination method is the same as that used in step S4 for determining the design head difference of the structure at the crossroads intersection. In addition, the parameters of the pre-diversion structure may also include the required cross-sectional area of ​​the pre-diversion structure. The required cross-sectional area is determined by the ratio of the diverted surface runoff to the lateral momentum component. The diverted surface runoff is the product of the kinetic energy diversion reduction coefficient and the surface runoff reaching the ditch intersection. The surface runoff reaching the ditch intersection can be obtained by multiplying the surface runoff coefficient, rainfall intensity, and ditch catchment area obtained in step S1.

[0145] The kinetic energy surplus at the intersection of the catwalk is attenuated and recalculated using a kinetic energy diversion reduction factor, as shown in the following formula:

[0146] ;

[0147] in, The kinetic energy surplus (J) after recalculation is reduced. The kinetic energy surplus (J). The kinetic energy diversion reduction factor is used; in this formula, the pre-diversion structure parameters refer to the design parameters of the diversion structure constructed at the ditch intersection to divert part of the surface runoff along the transverse ditch, and its scale is determined based on the kinetic energy diversion reduction factor; the kinetic energy surplus after attenuation recalculation. It represents the surplus kinetic energy that still reaches the intersection of the horse path after the upstream pre-diversion and needs to be absorbed by the energy dissipation structure at the intersection.

[0148] The control command is generated, including: generating energy dissipation structure parameters based on the recalculated kinetic energy surplus after attenuation, and binding the pre-diversion structure parameters and energy dissipation structure parameters together to the crossroad intersection to generate the control command;

[0149] In this step, when the pre-shunt is triggered, the kinetic energy surplus used to generate the energy dissipation structure parameters in step S4 is replaced with the kinetic energy surplus after attenuation recalculation. That is, the required energy dissipation pool volume is based on This conversion reduces the size of the energy dissipation structure at the bridleway junction after upstream diversion; simultaneously, it binds the parameters of the upstream diversion structure and the energy dissipation structure to the bridleway junction, forming a control command that combines upstream upstream diversion and junction energy dissipation.

[0150] Using the aforementioned engineering example, the kinetic energy surplus at the intersection of the horse trails is approximately J is greater than the single-point limiting dissipation threshold. J, therefore, triggers a pre-diversion. A topological traversal is performed upstream from this confluence point in the opposite direction of surface runoff, extracting a ditch intersection node with lateral connectivity. Its incident velocity is approximately 2.5 m / s, and its lateral deflection angle is approximately 40°. Therefore, the lateral momentum component is approximately 1.61 m / s, and the ditch-crossing inertial component is approximately 1.92 m / s. Taking the lateral ditch slope parameter of 0.08, the theoretical interception coefficient is approximately 0.695. Taking the structural width parameter of 0.5 m and g of 9.81... The kinetic energy dissipation penalty factor is approximately 0.472, and the kinetic energy diversion reduction factor is approximately 0.328. Based on this, the parameters of the pre-diversion structure are generated at the channel intersection. The design head difference of the pre-diversion structure at the channel intersection is taken as 1.5m. The kinetic energy diversion reduction factor of 0.328 and the kinetic energy surplus are then compared. The product of J (approximately) J) Substituting into the formula for calculating the required diversion tank volume, the required diversion tank volume for this pre-diversion structure is approximately 3.9 m³. The kinetic energy surplus is then recalculated after attenuation, yielding a recalculated kinetic energy surplus of approximately... J; Substitute this value into the energy dissipation pool volume conversion in step S4, and the required energy dissipation pool volume is approximately 6.0 m³, which is smaller than the approximately 8.9 m³ without pre-diversion. Finally, bind the pre-diversion structure parameters and the energy dissipation structure parameters together to the crosswalk intersection to generate control commands.

[0151] The aforementioned upstream pre-diversion before generating energy dissipation structure parameters is because when the kinetic energy surplus at a single crossroads intersection is so high that it cannot be absorbed within a reasonable scale by a single-point energy dissipation structure, simply increasing the scale of that point's energy dissipation structure would be limited by the crossroads platform space and engineering economics. Therefore, a ditch intersection node with lateral connectivity is sought upstream along the opposite direction of surface runoff, utilizing existing lateral diversion channels to pre-divert a portion of the kinetic energy upstream. This diverts and reduces the locally excessive energy upstream according to the interceptable proportion, decreasing the kinetic energy surplus reaching the crossroads intersection and thus reducing the required scale of the energy dissipation structure at the intersection. As an alternative, the entire kinetic energy surplus can be absorbed by increasing the volume of the energy dissipation pool at the intersection of the horse trails, or by adding multi-stage energy dissipation structures along the discharge path. In contrast, increasing the volume of the energy dissipation pool at a single point is constrained by space and economy. This method utilizes the lateral connectivity of the existing transverse trenches upstream for pre-diversion, and determines the actual diversion ratio by taking into account the kinetic energy diversion reduction factor for escaping across the trench.

[0152] In summary, this embodiment calculates the jet kinetic energy of the uncast trench and the bearing kinetic energy of the excavated topology of the ramp on the spatially cascaded topology of the "slope ditch-runway" during the construction period. It calculates the kinetic energy surplus at the intersection point of the ramp, determined by the spatial ray projection and the scour energy potential value. Based on this, it generates energy dissipation structure parameters, performs upstream pre-diversion, and corrects parameters based on the measured siltation morphology after rainfall. This forms a processing flow from kinetic energy calculation, spatial alignment, surplus assessment, fixed-point physical intervention to adaptive calibration of bottom-layer parameters. In this process, the anti-scour intervention falls on the fixed-point location and scale determined by the kinetic energy surplus, and the empirical coefficients on which the kinetic energy calculation relies are calibrated successively with the rainfall cycle.

[0153] Example 2:

[0154] This is one embodiment of the present invention, which differs from the previous embodiment in that:

[0155] The intelligent water conservation control system for high mountain slope protection includes:

[0156] The data sensing module is used to acquire the three-dimensional topological parameters and outlet coordinates of the uncast trenches of the high slope protection in the mountains, the topology of the horse trail excavation and the physical and chemical parameters of the strata, the rainfall intensity and the initial moisture content.

[0157] The kinetic energy calculation module is used to perform fluid dynamics calculations based on the preset trench roughness coefficient, three-dimensional topological parameters, and rainfall intensity to obtain the jet kinetic energy corresponding to the uncast trench; based on the preset rheological coefficient, the module obtains the starting shear stress based on the physicochemical parameters of the strata and the initial water content, and converts the starting shear stress into the bearing kinetic energy of the corresponding bridle excavation topology.

[0158] The topology matching and surplus assessment module is used to spatially match the exit coordinates with the topology of the ramp excavation to generate the ramp intersection point, calculate the difference between the jet kinetic energy and the bearing kinetic energy at the ramp intersection point, and generate the kinetic energy surplus.

[0159] The instruction generation module is used to generate energy dissipation structure parameters based on the kinetic energy surplus only when the kinetic energy surplus is greater than the preset safety threshold, and to bind the energy dissipation structure parameters with the crossroad intersection to generate control instructions.

[0160] The parameter correction module is used to acquire the siltation morphology characteristics collected at the intersection of the horse trails according to the control command after the rainfall ends, calculate the morphological error rate between the siltation morphology characteristics and the preset theoretical deposition morphology, and perform numerical correction on the trench roughness coefficient and rheological coefficient based on the morphological error rate.

[0161] Example 3:

[0162] In one embodiment of the present invention, which differs from the previous embodiment, the electronic device includes one or more processors and a memory.

[0163] A processor can be a central processing unit (CPU) or other form of processing unit with data processing and / or instruction execution capabilities, and can control other components in an electronic device to perform desired functions.

[0164] The memory may include one or more computer program products, which may include various forms of computer-readable storage media, such as volatile memory and / or non-volatile memory. Volatile memory may include, for example, random access memory (RAM) and / or cache memory. Non-volatile memory may include, for example, read-only memory (ROM), hard disk, flash memory, etc.

[0165] In one example, the electronic device may also include input devices and output devices, which are interconnected via a bus system and / or other forms of connection mechanisms (not shown). In addition, depending on the specific application, the electronic device may include any other suitable components.

[0166] Example 4:

[0167] Embodiments of this application may also be computer-readable storage media storing computer program instructions thereon, which, when executed by a processor, cause the processor to perform the steps described in the "Embodiment 1" section of this specification according to the various embodiments of this application.

[0168] Computer-readable storage media may take the form of any combination of one or more readable media. A readable medium may be a readable signal medium or a readable storage medium. A readable storage medium may, for example, include, but is not limited to, electrical, magnetic, optical, electromagnetic, infrared, or semiconductor systems, apparatuses, or devices, or any combination thereof. More specific examples of readable storage media (a non-exhaustive list) include: electrical connections having one or more wires, portable disks, hard disks, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), optical fibers, portable compact disk read-only memory (CD-ROM), optical storage devices, magnetic storage devices, or any suitable combination thereof.

[0169] The basic principles of this application have been described above with reference to specific embodiments. However, it should be noted that the advantages, benefits, and effects mentioned in this application are merely examples and not limitations, and should not be considered as essential features of each embodiment of this application. Furthermore, the specific details disclosed above are for illustrative and facilitative purposes only, and are not limitations. These details do not restrict the application from being implemented using the specific details described above.

[0170] The block diagrams of devices, apparatuses, devices, and systems involved in this application are merely illustrative examples and are not intended to require or imply that they must be connected, arranged, or configured in the manner shown in the block diagrams. As those skilled in the art will recognize, these devices, apparatuses, devices, and systems can be connected, arranged, and configured in any manner. Words such as “comprising,” “including,” “having,” etc., are open-ended terms meaning “including but not limited to,” and are used interchangeably with them. The terms “or” and “and” as used herein refer to the terms “and / or,” and are used interchangeably with them unless the context clearly indicates otherwise. The term “such as” as used herein refers to the phrase “such as but not limited to,” and is used interchangeably with it.

[0171] It should also be noted that in the apparatus, equipment, and methods of this application, the components or steps can be disassembled and / or recombined. These disassemblies and / or recombinations should be considered as equivalent solutions of this application.

[0172] The above description of the disclosed aspects is provided to enable any person skilled in the art to make or use this application. Various modifications to these aspects will be readily apparent to those skilled in the art, and the general principles defined herein can be applied to other aspects without departing from the scope of this application. Therefore, this application is not intended to be limited to the aspects shown herein, but rather to be accorded the widest scope consistent with the principles and novel features disclosed herein.

[0173] The above description has been given for purposes of illustration and description. Furthermore, this description is not intended to limit the embodiments of this application to the forms disclosed herein. Although numerous exemplary aspects and embodiments have been discussed above, those skilled in the art will recognize certain variations, modifications, alterations, additions, and sub-combinations thereof.

Claims

1. A method for intelligent water conservation and control of high slope protection in mountainous areas, characterized in that, include: Obtain the three-dimensional topological parameters and outlet coordinates of the uncast trenches for high mountain slope protection, the topology and physicochemical parameters of the horse trail excavation, rainfall intensity and initial moisture content; Based on the preset trench roughness coefficient, the fluid dynamics calculation is performed according to the three-dimensional topological parameters and the rainfall intensity to obtain the jet kinetic energy corresponding to the uncast trench; Based on the preset rheological coefficient, the starting shear stress is obtained according to the physicochemical parameters of the strata and the initial water content, and the starting shear stress is converted into the bearing kinetic energy corresponding to the topology of the horse track excavation. Spatially match the exit coordinates with the topology of the horse trail excavation to generate the horse trail intersection point, calculate the difference between the jet kinetic energy and the bearing kinetic energy at the horse trail intersection point, and generate the kinetic energy surplus. Only when the kinetic energy surplus is greater than the preset safety threshold, energy dissipation structure parameters are generated based on the kinetic energy surplus, and the energy dissipation structure parameters are bound to the crossroad intersection to generate control commands; After the rainfall ends, the sedimentation morphology characteristics collected at the intersection of the horse trails are obtained according to the control command. The morphological error rate between the sedimentation morphology characteristics and the preset theoretical sedimentation morphology is calculated, and the trench roughness coefficient and the rheological coefficient are numerically corrected according to the morphological error rate.

2. The intelligent water conservation control method for high slope protection in mountainous areas according to claim 1, characterized in that, Before generating the energy dissipation structure parameters, the following steps are also included: Compare whether the kinetic energy surplus is greater than the preset single-point limit dissipation threshold; Only when the kinetic energy surplus is greater than the single-point limit dissipation threshold, based on the three-dimensional topological parameters, a topological traversal is performed upstream from the horse trail intersection point along the opposite direction of surface runoff to extract trench intersection nodes with lateral connectivity attributes. The kinetic energy diversion reduction coefficient is calculated based on the slope parameter of the transverse trench at the trench intersection node, and the pre-diversion structure parameters are generated at the trench intersection node based on the kinetic energy diversion reduction coefficient. The kinetic energy surplus at the intersection of the horse trails is attenuated and recalculated using the kinetic energy diversion reduction coefficient. The generation of control commands includes: generating the energy dissipation structure parameters based on the recalculated kinetic energy surplus after attenuation, and binding the pre-diversion structure parameters and the energy dissipation structure parameters together to the crossroads intersection to generate the control commands.

3. The intelligent water conservation control method for high slope protection in mountainous areas according to claim 2, characterized in that, The calculation of the kinetic energy diversion reduction factor includes: The incident velocity of surface runoff at the intersection of the ditch and the lateral deflection angle of the transverse ditch relative to the original discharge path of the surface runoff are obtained. Based on the incident velocity and the lateral deflection angle, vector decomposition is performed to calculate the lateral momentum component of the jet entering the transverse trench and the cross-ditch inertial component along the original discharge path. The theoretical interception coefficient of the transverse trench is calculated based on the slope parameter and the lateral momentum component. Extract the structural width parameter at the trench intersection node, calculate the ratio of the trench crossing inertial component to the structural width parameter, and generate a kinetic energy dissipation penalty factor. The kinetic energy dissipation penalty factor is used to perform a numerical reduction calculation on the theoretical interception coefficient to obtain the kinetic energy diversion reduction coefficient.

4. The intelligent water conservation control method for high slope protection in mountainous areas according to claim 1, characterized in that, The generation of the horse trail intersection includes: The topology of the horse trail excavation is converted into three-dimensional elevation point cloud data; Using the exit coordinates as the spatial starting point, a spatial ray projection is made onto the three-dimensional elevation point cloud data along the gravity vertical direction, and the intersection point of the spatial ray and the point cloud surface is calculated to obtain the initial collision coordinates. Centered on the initial collision coordinates, extract a set of local elevations within a preset horizontal neighborhood from the three-dimensional elevation point cloud data; A minimum value search is performed on the local elevation set to extract the topological minimum point with the lowest elevation value; The coordinates of the topological minimum point are identified as the intersection of the horse trails.

5. The intelligent water conservation control method for high slope protection in mountainous areas according to claim 4, characterized in that, The extraction of the topological minimum point includes: Obtain the runoff tangent vector of the uncast trench at the outlet coordinates; A spatial gravity flow field is constructed on the local elevation set based on the runoff tangent vector, and the cumulative slope value of the spatial gravity flow field corresponding to each point in the local elevation set is calculated. Obtain the spatial offset of each point within the local elevation set from the principal axis of the gravity flow field; The cumulative slope value and the spatial offset are fused to generate the scour energy potential value. Search for the topological minimum point with the highest scour energy potential value in the local elevation set, and use it as the intersection point of the horse trail.

6. The intelligent water conservation control method for high slope protection in mountainous areas according to claim 1, characterized in that, The numerical correction of the groove roughness coefficient and the rheological coefficient includes: Retrieve the historical value sequences of the groove roughness coefficient and the rheological coefficient for each period before the current numerical correction is executed, and calculate the historical fluctuation variance of the historical value sequences within a preset time window; The current parameter gradient adjustment amount is calculated based on the morphological error rate, and the parameter gradient adjustment amount is numerically coupled with the historical fluctuation variance to generate a regularized stability factor. The parameter gradient adjustment amount is smoothed and weighted using the regularization stabilization factor to generate the final adjustment step size; The final adjustment step size is superimposed on the current groove roughness coefficient and rheological coefficient to obtain the updated groove roughness coefficient and updated rheological coefficient.

7. The intelligent water conservation control method for high slope protection in mountainous areas according to claim 6, characterized in that, The calculation of the historical volatility variance includes: According to the generation time sequence of the historical value sequence, a corresponding time sequence weight coefficient is assigned to each of the historical values; wherein, the time sequence weight coefficient decreases exponentially as the step size of the historical value in the historical value sequence relative to the current value increases; Based on the deviation between each historical value and the mean of the historical value sequence, and in conjunction with the corresponding time-series weighting coefficient, the weighted deviation square of each historical value is calculated. The historical fluctuation variance is obtained by summing the squares of the weighted deviations.

8. A smart water conservation control system for high slope protection in mountainous areas, characterized in that: include: The data sensing module is used to acquire the three-dimensional topological parameters and outlet coordinates of the uncast trenches of the high slope protection in the mountains, the topology of the horse trail excavation and the physical and chemical parameters of the strata, the rainfall intensity and the initial moisture content. The kinetic energy calculation module is used to perform fluid dynamics calculations based on the preset trench roughness coefficient, the three-dimensional topological parameters, and the rainfall intensity to obtain the jet kinetic energy corresponding to the uncast trench. Based on the preset rheological coefficient, the starting shear stress is obtained according to the physicochemical parameters of the strata and the initial water content, and the starting shear stress is converted into the bearing kinetic energy corresponding to the topology of the horse track excavation. The topology matching and surplus assessment module is used to spatially match the exit coordinates with the topology of the horse trail excavation to generate the horse trail intersection point, calculate the difference between the jet kinetic energy and the bearing kinetic energy at the horse trail intersection point, and generate the kinetic energy surplus. The instruction generation module is used to generate energy dissipation structure parameters based on the kinetic energy surplus only when the kinetic energy surplus is greater than a preset safety threshold, and to bind the energy dissipation structure parameters with the crossroad intersection to generate control instructions. The parameter correction module is used to acquire the siltation morphology characteristics collected at the intersection of the horse trails according to the control command after the rainfall ends, calculate the morphological error rate between the siltation morphology characteristics and the preset theoretical deposition morphology, and perform numerical correction on the trench roughness coefficient and the rheological coefficient based on the morphological error rate.

9. An electronic device comprising a memory and a processor, characterized in that: The memory is used to store computer-executable instructions, and the processor is used to execute the computer-executable instructions, which, when executed by the processor, implement the steps of the method as described in any one of claims 1 to 7.

10. A computer-readable storage medium having computer-executable instructions stored thereon, characterized in that: When the computer-executable instructions are executed by a processor, they implement the steps of the method as described in any one of claims 1 to 7.

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