Bed fixing dam design method and system based on multi-source data

Abstract

The invention relates to the technical field of fixed bed dams, in particular to a fixed bed dam design method and system based on multi-source data. The method comprises the following steps: collecting multi-source data of a target river channel, predicting the flood depth and calculating the scouring depth by using the data, and further determining the theoretical burial depth of the foot protector. Secondly, the initial bed fixing dam height is set according to the flood depth, and simulation arrangement is carried out to construct a river channel hydraulic model; the watercourse water surface line is rechecked through the hydraulic model, and the height of the bed fixing dam is adjusted to the final height. The final dam height and the notch width are combined, integrated arrangement of the bed fixing dam and the river bank line protection foot is completed, the buried depth of the river bank line protection foot is H1-H + 0.5 m and is not smaller than 0.5 m, H1 is the theoretical buried depth of the river channel line protection foot, and H is the final height of the bed fixing dam. The method effectively solves the problems that the calculated scouring depth of the sandy river channel is large, the embedded depth of the foot protector is large, the depth of the foundation pit is large, and construction is difficult due to water seepage.

Description

Technical Field

[0001] The present invention relates to the technical field of solid-bed dams, and in particular, to a design method and system for solid-bed dams based on multi-source data. Background Art

[0002] For sandy medium and small rivers, due to the small median particle size (d 50 ) of the riverbed sediment, the anti-scour ability is weak, the scouring depth is large, resulting in a large depth of the toe protection buried, a large depth of the foundation pit, and seepage water causing construction difficulties and high investment.

[0003] Traditional river regulation usually adopts two methods for sandy medium and small rivers. One method is to directly arrange the toe protection along the river according to the scouring depth of the riverbed, that is, H1 + 0.5m. Another method is to arrange the toe protection along the river according to the scouring depth of the riverbed, that is, H1, and take certain horizontal toe protection anti-scour measures along the line. Neither of these two methods reduces the buried depth of the toe protection by reducing the riverbed scouring, so they both face the problems of large buried depth of the toe protection, large depth of the foundation pit, and seepage water causing construction difficulties. Summary of the Invention

[0004] Based on this, it is necessary for the present invention to provide a design method and system for solid-bed dams based on multi-source data to solve at least one of the above technical problems.

[0005] To achieve the above object, a design method for solid-bed dams based on multi-source data includes the following steps:

[0006] Step S1: Collect multi-source data of the target river to obtain a multi-source data set of the target river. Based on the multi-source data set of the target river, predict the flood depth of the target river to obtain the designed flood depth of the river. Calculate the scouring depth of the target river according to the designed flood depth of the river to obtain the theoretical buried depth of the toe protection along the river.

[0007] Step S2: Determine the height of the solid-bed dam for the target river according to the designed flood depth of the river to obtain the initial height of the solid-bed dam.

[0008] Step S3: Simulate the layout of the solid-bed dam for the target river according to the initial height of the solid-bed dam to obtain a river hydraulic model.

[0009] Step S4: Recheck the water surface line of the target river after the solid-bed dam is simulated and arranged based on the river hydraulic model to obtain the recheck result of the water surface line of the river.

[0010] Step S5: Adjust the initial height of the fixed-bed dam according to the river water surface line review result to obtain the final height of the fixed-bed dam; determine the notch width of the fixed-bed dam to obtain the notch width of the fixed-bed dam; perform the integrated layout operation of the fixed-bed dam and the bank protection based on the final height of the fixed-bed dam and the notch width of the fixed-bed dam on the target river channel; the embedment depth of the bank protection is H1 - H + 0.5 m and not less than 0.5 m, where H1 is the theoretical embedment depth of the bank protection along the river channel and H is the final height of the fixed-bed dam.

[0011] Through the comprehensive collection and analysis of multi-source data, the present invention realizes the accurate quantitative prediction of the river channel scouring depth and flood depth, providing a reliable basis for the scientific determination of the fixed-bed dam height. At the same time, with the help of hydraulic model simulation and water surface line review, the height of the fixed-bed dam is dynamically optimized and adjusted to ensure that while reducing the river bed scouring, the impact on the river channel water flow pattern is minimized. Finally, by integrating the layout of the fixed-bed dam and the bank protection and optimizing the embedment depth of the bank protection, the embedment depth of the bank protection is reduced by H (m) compared with the traditional design method, effectively reducing the foundation pit depth and seepage problems. This breaks through the limitations of traditional river channel treatment that only relies on experience or a single data source, realizing the transformation of river channel treatment from qualitative to quantitative and from partial to overall.

[0012] Preferably, the present invention also provides a fixed-bed dam design system based on multi-source data for executing the fixed-bed dam design method based on multi-source data as described above. The fixed-bed dam design system based on multi-source data includes:

[0013] A data collection module for collecting multi-source data of the target river channel to obtain a multi-source data set of the target river channel, calculating the scouring depth of the target river channel based on the multi-source data set of the target river channel to obtain the theoretical embedment depth of the bank protection along the river channel; predicting the flood depth of the target river channel to obtain the designed flood depth of the river channel;

[0014] A fixed-bed dam height determination module for determining the height of the fixed-bed dam of the target river channel according to the designed flood depth of the river channel to obtain the initial height of the fixed-bed dam;

[0015] A fixed-bed dam layout module for performing the fixed-bed dam layout operation on the target river channel according to the initial height of the fixed-bed dam;

[0016] A review and evaluation module for reviewing the river water surface line of the target river channel after simulating the layout of the fixed-bed dam based on the river hydraulic model to obtain the river water surface line review result;

[0017] An optimization layout module is used to adjust the initial height of the fixed-bed dam according to the review result of the river channel water surface line to obtain the final height of the fixed-bed dam; determine the notch width of the fixed-bed dam to obtain the notch width of the fixed-bed dam; and perform the integrated layout operation of the fixed-bed dam and the bank protection of the target river channel according to the final height of the fixed-bed dam and the notch width of the fixed-bed dam. The embedment depth of the bank protection is H1 - H + 0.5 m and not less than 0.5 m, where H1 is the theoretical embedment depth of the bank protection along the river channel and H is the final height of the fixed-bed dam.

[0018] Through the collaborative work of each module, the system realizes the full-process intelligence of the fixed-bed dam design, improves the design efficiency, reduces the design risk, ensures the anti-scouring performance of the fixed-bed dam, and provides strong technical support for the efficient treatment of sandy small and medium-sized river channels. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] Other features, objects, and advantages of the present invention will become more apparent by reading the following detailed description with reference to the accompanying drawings:

[0020] Figure 1 The flowchart shows the steps of a fixed-bed dam design method based on multi-source data according to an embodiment.

[0021] Figure 2 It is a longitudinal cross-sectional view of the river channel according to an embodiment of the present invention (the vertical and horizontal scales are not equal).

[0022] Figure 3 It is a longitudinal cross-sectional structure view of the fixed-bed dam according to an embodiment of the present invention.

[0023] Figure 4 It is a transverse cross-sectional structure view of the fixed-bed dam according to an embodiment of the present invention.

[0024] Figure 5 It is a layout view of the river channel bank protection according to an embodiment of the present invention. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0025] The following clearly and completely describes the technical method of the present invention with reference to the accompanying drawings. Obviously, the described embodiments are part of the embodiments of the present invention, not all of them. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative efforts belong to the scope of protection of the present invention.

[0026] In addition, the accompanying drawings are only schematic illustrations of the present invention and are not necessarily drawn to scale. The same reference numerals in the drawings denote the same or similar parts, and thus repeated descriptions thereof will be omitted. Some of the block diagrams shown in the drawings are functional entities and do not necessarily correspond to physically or logically independent entities. The functional entities may be implemented in software form, or in one or more hardware modules or integrated circuits, or in different networks and / or processor methods and / or microcontroller methods.

[0027] It should be understood that although terms such as "first" and "second" may be used herein to describe various units, these units should not be limited by these terms. These terms are only used to distinguish one unit from another. For example, without departing from the scope of the exemplary embodiments, the first unit may be referred to as the second unit, and similarly the second unit may be referred to as the first unit. The term "and / or" used herein includes any and all combinations of one or more of the listed associated items.

[0028] To achieve the above object, please refer to Figures 1 to 3 , the present invention provides a fixed-bed dam design method based on multi-source data, including the following steps:

[0029] Step S1: Collect multi-source data of the target river channel to obtain a multi-source data set of the target river channel, predict the flood depth of the target river channel based on the multi-source data set of the target river channel to obtain the designed flood depth of the river channel; calculate the scouring depth of the target river channel according to the designed flood depth of the river channel to obtain the theoretical buried depth of the toe protection along the river channel;

[0030] Step S2: Determine the height of the fixed-bed dam for the target river channel according to the designed flood depth of the river channel to obtain the initial height of the fixed-bed dam;

[0031] Step S3: Simulate and arrange the fixed-bed dam for the target river channel according to the initial height of the fixed-bed dam to obtain a river channel hydraulic model;

[0032] Step S4: Recheck the water surface line of the target river channel after the fixed-bed dam is simulated and arranged based on the river channel hydraulic model to obtain the result of the water surface line recheck of the river channel;

[0033] Step S5: Adjust the initial height of the fixed-bed dam according to the result of the water surface line recheck of the river channel to obtain the final height of the fixed-bed dam; determine the notch width of the fixed-bed dam to obtain the notch width of the fixed-bed dam; perform an integrated layout operation of the fixed-bed dam and the toe protection of the river bank line for the target river channel according to the final height of the fixed-bed dam and the notch width of the fixed-bed dam; the buried depth of the toe protection of the river bank line is H1 - H + 0.5 m and not less than 0.5 m, where H1 is the theoretical buried depth of the toe protection along the river channel and H is the final height of the fixed-bed dam.

[0034] In this embodiment, a total station, RTK equipment, and UAV aerial photography technology are used to conduct topographic surveys of the target river channel to obtain river channel topographic elevation data. Meanwhile, historical data from hydrological monitoring stations and real-time flow meters are used to collect hydrological data of the river channel, including flow rate, water level, etc. Geological drilling equipment is used to obtain data on the geological composition and particle size distribution of the riverbed. The rain gauges of the weather station and satellite remote sensing data are used to collect basin rainfall data. These data are integrated into a multi-source dataset of the target river channel. Based on the multi-source dataset, the hydrological model software HEC-HMS is used to predict the flood depth. Combining basin rainfall and historical flow data, the designed flood flow rate is calculated, and the designed flood depth of the river channel is obtained as 6.0 meters through the water level-flow rate relationship. Subsequently, the scour depth is calculated using the Zhang Ruijin formula and the riverbed particle size distribution data, and the theoretical buried depth of the toe protection along the river channel is determined to be 2.0 meters (H1). According to the designed flood depth, the height of the fixed-bed dam is initially set at 1.5 meters (H), and the HEC-RAS software is used to simulate the layout of the fixed-bed dam to generate a river channel hydraulic model. Through model review, it is found that the initial dam height causes a relatively large increase in the flood water level, so the dam height is adjusted to 1.2 meters. After re-simulation, a qualified river channel water surface line review result is obtained. After determining the final height of the fixed-bed dam to be 1.2 meters, the riverbed width of the straight section is measured to be 36 meters, and based on this, the notch width of the fixed-bed dam is determined to be 3 meters. Finally, combined with the AutoCAD Civil 3D software, an integrated layout design of the fixed-bed dam and the bank toe protection is carried out to ensure that the buried depth of the toe protection is 1.3 meters (H1 - H + 0.5 meters).

[0035] Preferably, step S1 includes the following steps:

[0036] Step S11: Collect topographic survey data of the target river channel to obtain river channel topographic elevation data;

[0037] Specifically, a measurement control point can be set every 50 meters on both sides of the target river channel. A total station is used to measure the three-dimensional coordinates of these control points, and their plane positions and elevation information are recorded. Subsequently, RTK equipment is used to conduct elevation surveys along the center line and both banks of the river channel, and an elevation data point is collected every 10 meters. During the measurement process, the RTK equipment is calibrated by satellite signals to ensure that the measurement accuracy is within the centimeter range. Through the above steps, topographic elevation data of the river channel from upstream to downstream are collected, including the terrain changes at the bottom of the riverbed, both banks of the embankments, and the surrounding areas of the river channel, so as to obtain river channel topographic elevation data.

[0038] Step S12: Collect hydrological monitoring data of the target river channel to obtain historical river channel flow data;

[0039] Specifically, a representative monitoring section can be selected on the target river channel. This section is located in the straight section of the river channel, where the water flow is stable and there is no obvious diversion. An ultrasonic flowmeter and a water level gauge are installed on this section. The ultrasonic flowmeter calculates the flow rate by measuring the flow velocity and cross-sectional area of the water flow, and its measurement accuracy can reach ±1%. The water level gauge is used to monitor the water level changes in real time and provide water level calibration data for flow rate calculation. The sampling frequency of the flowmeter and the water level gauge is set to record data every 15 minutes, and the data is transmitted to the server of the monitoring station in real time through a wireless transmission module. Through long-term monitoring (at least one year), historical flow rate data of the river channel under different seasons and different rainfall conditions are collected, including the flow rate changes during flood periods, dry periods, and normal water periods. After data cleaning and calibration, these data form a complete historical river channel flow rate dataset.

[0040] Step S13: Collect geological exploration data of the target river channel to obtain riverbed geological composition data, and conduct particle size determination on the riverbed geological composition data to obtain riverbed particle size distribution data;

[0041] Specifically, 5 drilling points can be arranged at different positions (including upstream, midstream, and downstream) of the target river channel. A portable geological drill is used for drilling and sampling, and the drilling depth is set to 3 to 5 meters according to the riverbed geological conditions. During the drilling process, a geotechnical sample is extracted every 1 meter, and a total of 15 samples are collected. These samples are taken back to the laboratory and particle size determination is carried out using the sieving method and a laser particle size analyzer. The sieving method is mainly used to analyze larger particles. The samples are sieved through a set of standard sieves (sieve hole diameters are 0.063mm, 0.125mm, 0.25mm, 0.5mm, 1mm, 2mm, 4mm, 8mm, etc.), and the particle mass in each particle size range is recorded. For smaller particles, a laser particle size analyzer is used for accurate measurement. This instrument can measure the particle distribution with a particle size range between 0.02μm and 2mm. Through the above two methods, the particle size distribution data of the target river channel riverbed can be obtained, including the proportions of different particle size particles such as clay, silt, fine sand, medium sand, coarse sand, and gravel.

[0042] Step S14: Collect rainfall data of the target river channel to obtain basin rainfall data, and record the river channel topographic elevation data, historical river channel flow rate data, riverbed particle size distribution data, and basin rainfall data as the target river channel multi-source dataset;

[0043] Specifically, in the target river basin, three representative meteorological stations can be selected. These stations are all equipped with tipping bucket rain gauges, which can record rainfall data at a frequency of once per minute. At the same time, satellite remote sensing data is introduced. By obtaining meteorological satellite images (such as FY satellite or MODIS satellite data), spatial interpolation analysis of the rainfall distribution in the basin is carried out using GIS (Geographic Information System) software. In specific operations, combined with the measured data of ground rain gauges, the Kriging interpolation method is used to calibrate the satellite remote sensing data, so as to obtain the rainfall distribution map of the entire basin. Through the above steps, the daily rainfall data of the target river basin in the past 5 years is collected, and it is integrated with the river channel topographic elevation data, historical river channel flow data, and riverbed particle size distribution data to form a multi-source dataset of the target river channel.

[0044] Step S15: Based on the multi-source dataset of the target river channel, predict the flood depth of the target river channel to obtain the designed flood depth of the river channel; calculate the scouring depth of the target river channel according to the designed flood depth of the river channel to obtain the theoretical buried depth of the toe protection along the river channel.

[0045] Specifically, for the detailed implementation process of this embodiment, please refer to the sub-steps of step S15.

[0046] By collecting the river channel topographic elevation data, historical flow data, riverbed geological composition and particle size distribution data, and basin rainfall data, the present invention can comprehensively master the natural characteristics and hydrological laws of the target river channel. This enables the subsequent flood depth prediction and scouring depth calculation to more accurately reflect the actual working conditions of the river channel, avoiding design mistakes caused by one-sided or inaccurate data.

[0047] Preferably, step S15 includes the following steps:

[0048] Step S151: Convert the rainfall-runoff relationship according to the basin rainfall data and historical river channel flow data to obtain the basin runoff generation and concentration characteristic data;

[0049] Specifically, in the SWAT (Soil and Water Assessment Tool) software, the DEM (Digital Elevation Model) data of the target basin (the basin where the target river is located) can be imported to divide the sub-basins and water flow paths of the basin. Then, the basin rainfall data and historical river flow data are input into the model, and the rainfall-runoff process is fitted by adjusting the model parameters (such as soil permeability coefficient, vegetation coverage, surface roughness). During the model calibration process, the Nash-Sutcliffe efficiency coefficient (NSE) is used as an evaluation index, and the parameters are adjusted iteratively multiple times to make the NSE value of the model simulation results and the measured flow data reach above 0.8, indicating that the model has a high fitting accuracy. Finally, the model outputs the runoff-yield and concentration characteristic data of the basin, including key parameters such as runoff coefficient, concentration time, and peak flow of each sub-basin.

[0050] Step S152: Calculate the design flood of the target river based on the runoff-yield and concentration characteristic data of the basin to obtain the design flood flow data;

[0051] Specifically, based on the runoff-yield and concentration characteristic data of the basin, the peak flow sequence of historical flood events can be extracted. Select the peak flow data of 10 typical flood events in the past 30 years. Next, use Excel software to perform frequency analysis on these peak flow data, calculate their mean, standard deviation, and skewness coefficient. According to the geographical location and climate characteristics of the basin, select the Pearson Type III distribution as the flood frequency distribution model. Through frequency analysis, calculate the design flood flows for different recurrence periods (such as 2 years, 5 years, 10 years, 20 years, 50 years, and 100 years). For example, for the target river, the design flood flow for a 50-year recurrence period is calculated to be 320 cubic meters per second. At the same time, refer to the empirical formula in the "Code for Calculation of Design Flood of Water Resources and Hydropower Projects", and combine parameters such as the area of the basin, average rainfall intensity, and concentration time to check the design flood flow, and finally obtain the design flood flow data of the target river.

[0052] Step S153: Calculate the water surface profile of the target river based on the design flood flow data to obtain the design flood depth of the river;

[0053] Specifically, according to the design flood flow data, the design flood flow of once-in-50-year recurrence interval, which is 320 cubic meters per second, can be selected as the input condition. Then, the topographic elevation data of the target river channel (including the riverbed, riverbanks and the terrain on both sides) are imported into the HEC-RAS (Hydrologic Engineering Center's River Analysis System) software. In the software, the boundary conditions of the river channel are set, including the upstream flow boundary and the downstream water level boundary. By adjusting the river channel roughness coefficient (selecting 0.035 as the initial value according to the river channel vegetation coverage and riverbed material) and the cross-section shape parameters, the one-dimensional water surface profile calculation is carried out by running the model. The model outputs the design flood water surface profiles of different cross-sections. By analyzing the difference between the water surface profile and the riverbed elevation, the design flood depth of the target river channel is obtained. For example, at a certain key cross-section of the river channel, the calculated design flood depth is 6 meters.

[0054] Step S154: Based on the topographic elevation data of the river channel and the design flood flow data, perform hydrodynamic simulation on the target river channel to obtain the river channel water flow velocity data;

[0055] Specifically, the design flood water surface profile and the topographic elevation data of the river channel can be imported into FLUENT to construct a three-dimensional river channel model. The complex terrain of the riverbed, the shape of the riverbanks and the existing obstacles (such as bridge piers, bends) are considered in detail in the model. The VOF (Volume of Fluid) model suitable for free surface flow is selected, and the k-ε turbulence model is used to describe the turbulence characteristics of the water flow. In the boundary condition setting, the upstream boundary is applied with a design flood flow of 320 cubic meters per second, and the downstream boundary is set as free outflow. After running the simulation, the FLUENT software outputs the water flow velocity distribution maps at different positions in the river channel. For example, in the straight section of the river channel, the water flow velocity is about 1.55 meters per second, while at the bend, due to the centrifugal force, the water flow velocity reaches 1.8 meters per second.

[0056] Step S155: Calculate the incipient velocity according to the design flood depth of the river channel and the riverbed particle size distribution data to obtain the riverbed sediment incipient velocity data;

[0057] Specifically, according to the design flood depth of the river channel (such as 6 meters) and the riverbed particle size distribution data, the main particle size components of the target river channel bed can be determined. Assume that the riverbed is mainly composed of medium sand, and its average particle size is 0.5 mm. When calculating the incipient velocity, the formula based on the Shields parameter is used: where τ * is the Shields parameter, τ is the bed shear stress, ρ s is the sediment density (taking 2650 kg / m 3) where g is the acceleration due to gravity, d is the particle size, and s is the density ratio of sediment to water (taking 2.65). According to experience, when the Shields parameter reaches 0.047, the sediment begins to move. Calculate the bed shear stress τ using the Manning formula: τ = ρgRS f ; where ρ is the density of water (1000 kg / m 3 ), R is the hydraulic radius (assumed to be 4 meters), and S f is the friction slope. Using the water flow velocity data (such as 1.55 m / s) obtained in step S154 and combining with the Manning formula, calculate the bed shear stress τ. Substitute the calculation result into the Shields parameter formula to finally obtain the incipient velocity of the riverbed sediment, which is approximately 0.47 m / s.

[0058] Step S156: Based on the river channel water flow velocity data and the incipient velocity data of the riverbed sediment, and according to the riverbed particle size distribution data, calculate the scour depth of the target river channel to obtain the theoretical embedment depth of the toe protection along the river channel.

[0059] Specifically, for the detailed implementation process of this embodiment, please refer to the sub-steps of step S156.

[0060] By combining the conversion of rainfall-runoff relationship and the analysis of basin runoff generation and concentration characteristics, the present invention can accurately reflect the hydrological response characteristics of the basin. Through hydrodynamic simulation combined with river channel topographic elevation data, not only can the designed flood depth of the river channel be accurately calculated, but also the detailed distribution of river channel water flow velocity can be obtained. On this basis, through the calculation of incipient velocity and the analysis of scour depth, fully considering the influence of riverbed particle size distribution on scour, the calculation of the theoretical embedment depth of the toe protection is made closer to the actual working conditions. This effectively avoids the error accumulation caused by simplified assumptions in traditional designs and ensures the best balance between the anti-scour performance and economy of the fixed-bed dam design.

[0061] Preferably, step S156 includes the following steps:

[0062] Step S1561: According to the riverbed particle size distribution data, judge the riverbed type of the target river channel to obtain the riverbed type judgment result, where the riverbed type judgment result is any one of cohesive riverbed, sandy riverbed, and pebble riverbed;

[0063] Specifically, a particle size distribution curve can be generated based on the riverbed particle size distribution data, and the particle size analysis software (such as EasyPlot) is used to fit the particle size distribution curve to determine the main particle size range of the riverbed. According to the particle size distribution characteristics, the riverbed types are divided into cohesive riverbeds, sandy riverbeds, and pebble riverbeds. The specific judgment criteria are as follows: when the particle content with a particle size less than 0.063 mm exceeds 50%, it is determined as a cohesive riverbed; when the particle content with a particle size between 0.063 mm and 2 mm exceeds 50%, it is determined as a sandy riverbed; when the particle content with a particle size greater than 2 mm exceeds 50%, it is determined as a pebble riverbed. Assume that in this embodiment, the particle size distribution data of the target river shows that the particle content with a particle size between 0.1 mm and 1 mm accounts for 60%, so it is determined that the riverbed is a sandy riverbed.

[0064] Step S1562: If the riverbed type judgment result is a cohesive riverbed or a sandy riverbed, then based on the river channel water flow velocity data and the riverbed sediment incipient motion velocity data, use the Zhang Ruijin formula to calculate the scouring depth of the target river channel to obtain the theoretical buried depth of the toe protection along the river channel;

[0065] Specifically, after determining that the target river channel is a sandy riverbed, based on the river channel water flow velocity data and the riverbed sediment incipient motion velocity data, use the Zhang Ruijin formula to calculate the scouring depth of the target river channel to obtain the theoretical buried depth of the toe protection along the river channel.

[0066] Step S1563: If the riverbed type judgment result is a pebble riverbed, then based on the river channel water flow velocity data and the riverbed sediment incipient motion velocity data, use the formula of the Yangtze River Scientific Research Institute to calculate the scouring depth of the target river channel to obtain the theoretical buried depth of the toe protection along the river channel.

[0067] Specifically, if the riverbed type of the target river channel is determined to be a pebble riverbed, then based on the river channel water flow velocity data and the riverbed sediment incipient motion velocity data, use the formula of the Yangtze River Scientific Research Institute to calculate the scouring depth of the target river channel to obtain the theoretical buried depth H0 of the toe protection along the river channel.

[0068] The present invention improves the accuracy and adaptability of the calculation of the buried depth of the toe protection in the design of the fixed-bed dam by introducing the riverbed type judgment and the targeted scouring depth calculation method. By analyzing the riverbed particle size distribution data, the riverbed type (cohesive riverbed, sandy riverbed or pebble riverbed) is accurately judged, and the corresponding scouring depth calculation formula (Zhang Ruijin formula or the formula of the Yangtze River Scientific Research Institute) is selected according to different riverbed types, so that the calculation result can more accurately reflect the actual working conditions. This avoids the problem of insufficient applicability of a single formula under different riverbed conditions.

[0069] Preferably, the determination of the height of the fixed-bed dam for the target river channel according to the designed flood depth of the river channel is specifically as follows:

[0070] The The designed flood depth of the river channel is set as the initial height of the fixed-bed dam, and the initial height of the fixed-bed dam is not greater than the theoretical buried depth of the toe protection along the river channel.

[0071] Specifically, The designed flood depth of the river channel is set as the initial height of the fixed-bed dam, and the initial height of the fixed-bed dam is not greater than H1.

[0072] The present invention directly sets the designed flood depth of the river channel as the initial height of the fixed-bed dam and limits its maximum value, providing a simple and scientific starting basis for the design of the fixed-bed dam. This method of determining the height based on the designed flood depth can ensure that the fixed-bed dam has sufficient anti-scouring ability during floods, while avoiding the increase in construction difficulty and waste of resources caused by an overly high dam body.

[0073] Preferably, step S3 includes the following steps:

[0074] Step S31: Locate the straight reach of the target river channel to obtain the position data of the straight reach;

[0075] Specifically, an unmanned aerial vehicle (UAV) can be used to conduct an aerial survey of the target river channel to obtain a high-definition image of the river channel, with the image resolution set to 5 centimeters per pixel. Then, the image is processed using professional geographic information system (GIS) software (such as ArcGIS) to extract the centerline of the river channel. On the centerline, the position of the straight reach of the river channel is determined through visual identification and topographic analysis. In specific operations, a reach with a length of 2 kilometers and a curvature coefficient less than 1.1 is selected as the straight reach. GPS positioning systems are used to set marker points at the starting point and the ending point of the reach respectively, and their longitude and latitude coordinates are recorded. Finally, the position data of the straight reach is organized into a set of coordinate points.

[0076] Step S32: Calculate the river channel slope of the straight reach of the target river channel based on the river channel topographic elevation data according to the position data of the straight reach to obtain the river channel slope data;

[0077] Specifically, the elevation values of the starting point and the ending point of the straight reach can be extracted from the river channel topographic elevation data according to the position data of the straight reach. Assume that the elevation of the starting point of the straight reach is 100.5 meters, the elevation of the ending point is 98.0 meters, and the reach length is 2 kilometers. The river channel slope is calculated using the formula: where ΔH is the elevation difference (2.5 meters) and L is the reach length (2000 meters). The calculated river channel slope is 0.00125.

[0078] Step S33: Set as the river channel fixed-bed dam spacing data, and construct a three-dimensional model of the straight reach of the target river channel based on the river channel topographic elevation data according to the position data of the straight reach to obtain a three-dimensional model of the straight reach;

[0079] Specifically, the straight river reach position data (coordinate points) and river channel terrain elevation data can be imported into 3D modeling software (such as AutoCAD Civil 3D). In the software, a digital elevation model (DEM) is generated using the terrain elevation data, and a 3D terrain grid of the river channel is generated through the DEM. At the same time, according to the river channel slope data, the longitudinal slope of the straight river reach is adjusted to ensure that the model is consistent with the actual terrain height. Finally, the generated 3D model of the straight river reach not only includes the terrain of the riverbed and both banks, but also simulates the water flow direction and slope changes.

[0080] Step S34: Based on the 3D model of the straight river reach, the target river channel is simulated and arranged with fixed-bed dams according to the initial fixed-bed dam height and river channel fixed-bed dam spacing data to obtain a river channel hydraulic model.

[0081] Specifically, operations can be carried out based on the 3D model of the straight river reach and the initial fixed-bed dam height. First, according to the river channel slope data and engineering experience, the spacing of the fixed-bed dams is set to 900 meters. In the 3D model, a fixed-bed dam is arranged every 900 meters along the straight river reach, and finally a river channel hydraulic model is obtained.

[0082] Through the fixed-bed dam simulation and arrangement process of the present invention, the scientific optimization of the position and spacing of the fixed-bed dams is realized, and the adaptability and reliability of the fixed-bed dam design are improved. Through the precise positioning and slope calculation of the straight river reach of the target river channel, combined with 3D model construction and hydraulic model simulation, the influence of the river channel terrain and water flow characteristics on the fixed-bed dam arrangement can be fully considered. This not only ensures the reasonable layout of the fixed-bed dams in the straight river reach, avoids problems such as water flow congestion and aggravated scouring caused by improper dam spacing or unreasonable position, but also can predict in advance the change of the river channel hydraulic conditions caused by the fixed-bed dams, providing an intuitive basis for subsequent optimization and adjustment.

[0083] Preferably, step S4 includes the following steps:

[0084] Step S41: Obtain the design flood flow rate data;

[0085] Specifically, the design flood flow rate data calculated in step S152 can be obtained by consulting the database.

[0086] Step S42: Based on the river channel hydraulic model, the target river channel is simulated for flood flow according to the design flood flow rate data to obtain river channel flood flow simulation data;

[0087] Specifically, a river channel hydraulic model can be imported into HEC-RAS. This model includes the topographic elevation data of the river channel, the layout plan of fixed-bed dams, and the boundary conditions of the river channel. Then, the designed flood flow data (such as 320 cubic meters per second for a 50-year recurrence interval) is input into the model as the upstream boundary condition, and the downstream boundary condition is set as free outflow. In the model, physical parameters of the water flow are set, such as the density of water (1000 kg / m 3 ) and the dynamic viscosity (1.1×10 -3 Pa·s), and an appropriate roughness coefficient is selected (such as Manning roughness coefficient 0.035). After running the model, HEC-RAS outputs flood flow simulation data, including information such as the water level distribution, velocity distribution along the river channel, and flood inundation area.

[0088] Step S43: Extract the water level change process from the river channel flood flow simulation data to obtain the river channel simulated water level change data;

[0089] Specifically, the water level change curves of different cross-sections of the river channel can be extracted from the river channel flood flow simulation data. Suppose 10 monitoring cross-sections are set for the target river channel, and the water level data of each cross-section is recorded at 1-minute time intervals. In MATLAB, these water level data are imported and the water level change process line graph is plotted. By analyzing the water level change curves, it is found that during the flood, the water level rises rapidly at the upstream cross-section, gradually decreases after reaching the peak, while at the downstream cross-section, the water level change is relatively lagged and the peak value is lower. Finally, these water level change process data are sorted into a table, recording key parameters such as the water level peak value, rising time, falling time, and duration of each cross-section.

[0090] Step S44: Extract the velocity distribution from the river channel flood flow simulation data to obtain the river channel simulated velocity field distribution data;

[0091] Specifically, in the river channel flood flow simulation data, the velocity distribution data of different cross-sections of the river channel can be extracted. These data are presented in the form of a two-dimensional grid, and each grid point corresponds to a velocity value. GIS software (such as ArcGIS) is used to visualize the velocity data. In ArcGIS, the velocity data is imported and a velocity field distribution map is generated. Different colors in the map represent different velocity ranges (such as blue for 0 - 1 m / s, yellow for 1 - 2 m / s, and red for 2 - 3 m / s). Finally, the velocity distribution data are sorted into a table containing the maximum, minimum, and average velocity values, and the velocity field distribution map is attached.

[0092] Step S45: Quantify the scouring and silting balance of the target river channel after simulating the layout of fixed-bed dams according to the river channel simulated velocity field distribution data to obtain the river channel simulated scouring and silting change data, and record the river channel simulated water level change data and the river channel simulated scouring and silting change data as the river channel water surface line review results.

[0093] Specifically, the river channel simulated flow velocity field distribution data and the riverbed particle size distribution data (from step S13) can be imported into the river channel hydraulic model. In the river channel hydraulic model, physical parameters of the sediment are set, such as the sediment density (2650 kg / m 3 ) and the particle size distribution (assuming that the riverbed is mainly composed of medium sand with a particle size of 0.5 mm). Then, the model is run to simulate the sediment erosion and deposition process during the flood period. The model outputs the riverbed erosion and deposition change data, including the erosion and deposition thickness distribution and the erosion and deposition volume. Finally, the erosion and deposition thickness data and the water level change data (from step S43) are sorted into the river channel water surface line review results, including the erosion and deposition thickness distribution map and the water level change process line map.

[0094] Through flood flow simulation and data analysis, the present invention provides a comprehensive and accurate hydraulic condition assessment for the design of the fixed-bed dam. By simulating the design flood flow data, detailed information on the flood flow in the river channel is obtained, including water level changes and velocity distribution, enabling an accurate assessment of the impact of the fixed-bed dam layout on the river channel flow pattern. Further, based on the simulated flow velocity field distribution data, the erosion and deposition balance is quantified, enabling technicians to predict in advance the long-term impact of the fixed-bed dam on the riverbed morphology, thereby optimizing the dam body design to reduce adverse erosion and deposition effects.

[0095] Preferably, step S5 includes the following steps:

[0096] Step S51: Based on the river channel water surface line review results, the initial fixed-bed dam height is adjusted according to a preset adjustment standard to obtain the adjusted fixed-bed dam height, and steps S3 - S4 are repeated using the adjusted fixed-bed dam height until the river channel water surface line review results meet the preset adjustment standard, thereby obtaining the final fixed-bed dam height;

[0097] Specifically, it can be optimized based on the river channel water surface line review results and in combination with the preset adjustment standard. The preset adjustment standard includes: after the fixed-bed dam is arranged, the change in the river channel water surface line should meet the design requirements, and the erosion and deposition change amount needs to be controlled within the allowable range. Assume that the initial fixed-bed dam height is 1.5 meters. Through the review in step S4, it is found that the flood water level has risen significantly compared to without the fixed-bed dam, exceeding the allowable range. According to the review results, the fixed-bed dam height is adjusted to 1.2 meters, and steps S3 (simulated layout of the fixed-bed dam) and S4 (water surface line review) are executed again. After multiple iterative adjustments, finally, when the fixed-bed dam height is adjusted to 1.2 meters, the review results show that the change in the river channel water surface line meets the design requirements, and the water level change amount is within the allowable range. Therefore, the final fixed-bed dam height is determined to be 1.2 meters.

[0098] Step S52: Measure the riverbed width of the straight section of the target riverbed to obtain the riverbed width of the straight section, and according to Determine the notch width of the fixed-bed dam to obtain the notch width of the fixed-bed dam, where K is the width of the riverbed in the straight river section;

[0099] Specifically, total station and RTK (Real-Time Kinematic) equipment can be used to set a measurement section every 50 meters along the straight river section to measure the width of the riverbed. Assume that the average width of the riverbed in the straight river section is 36 meters. Then the notch width of the fixed-bed dam is between 3 and 3.6 meters.

[0100] Step S53: Carry out the integrated layout operation of the fixed-bed dam and the bank protection of the riverbank along the straight river section of the target river according to the final height of the fixed-bed dam and the notch width of the fixed-bed dam.

[0101] Specifically, it can be designed based on the final height of the fixed-bed dam (1.2 meters) and the notch width of the fixed-bed dam (3.0 meters). According to the design requirements, the buried depth of the bank protection of the riverbank is H1 - H + 0.5m and not less than 0.5m. Use hydraulic engineering design software (such as AutoCAD Civil 3D) to carry out integrated modeling of the fixed-bed dam and the bank protection. In the model, design the structural dimensions of the fixed-bed dam, the layout method of the bank protection, and the connection structure between the two. At the same time, combined with the on-site terrain conditions, optimize the construction plan to ensure that the layout of the fixed-bed dam and the bank protection can effectively resist flood scouring and be coordinated with the overall river environment. Carry out the integrated layout operation of the fixed-bed dam and the bank protection of the riverbank along the straight river section of the target river according to the optimized construction plan.

[0102] Through dynamically adjusting and optimizing the design parameters of the fixed-bed dam, the present invention realizes a high degree of coordination and precise adaptation between the fixed-bed dam and the overall layout of the river. Through multiple iterative adjustments based on the review results of the water surface line of the river, it is ensured that the height of the fixed-bed dam can accurately meet the hydraulic conditions and anti-scouring requirements of the river, while taking into account the flow stability during floods. In addition, by scientifically determining the notch width of the fixed-bed dam in combination with the width of the riverbed in the straight river section and realizing the integrated layout of the fixed-bed dam and the bank protection of the riverbank, the overall structure and function of the project are further optimized.

[0103] Preferably, the present invention also provides a fixed-bed dam design system based on multi-source data for performing the fixed-bed dam design method based on multi-source data as described above. The fixed-bed dam design system based on multi-source data includes:

[0104] A data acquisition module for collecting multi-source data of the target river to obtain a multi-source data set of the target river, calculating the theoretical buried depth of the bank protection along the river based on the multi-source data set of the target river, and predicting the flood depth of the target river to obtain the designed flood depth of the river;

[0105] A fixed-bed dam height determination module for determining the height of the fixed-bed dam of the target river according to the designed flood depth of the river to obtain the initial height of the fixed-bed dam;

[0106] A fixed-bed dam layout module for performing fixed-bed dam layout operations on a target river channel according to the initial fixed-bed dam height;

[0107] A review and evaluation module for performing a review of the water surface line of the target river channel after simulating the layout of the fixed-bed dam based on a river channel hydraulic model to obtain a review result of the water surface line of the river channel;

[0108] An optimized layout module for adjusting the initial fixed-bed dam height according to the review result of the water surface line of the river channel to obtain the final fixed-bed dam height; determining the notch width of the fixed-bed dam to obtain the notch width of the fixed-bed dam; performing an integrated layout operation of the fixed-bed dam and the bank toe protection on the target river channel according to the final fixed-bed dam height and the notch width of the fixed-bed dam; the buried depth of the bank toe protection is H1 - H + 0.5 m and not less than 0.5 m, where H1 is the theoretical buried depth of the bank toe along the river channel and H is the final fixed-bed dam height.

[0109] In the present invention, the fixed-bed dam includes: a fixed-bed area and a bank toe protection area; the fixed-bed area includes fixed-bed dams 1 that are arranged at intervals along the river channel and block the riverbed; the bank toe protection area includes bank toes 3 that are arranged along the river bank;

[0110] As shown in the appendix Figure 2 The fixed-bed area includes fixed-bed dams 1 that are arranged at intervals along the river channel, and the spacing S is the ratio of the fixed-bed dam height H to the river channel slope.

[0111] As shown in the appendix Figure 3 The fixed-bed dam 1 blocks the riverbed, and there is a notch in the middle position to maintain the stability of the base flow of the river channel.

[0112] As shown in the appendix Figure 3 、 Figure 4 The top of the fixed-bed dam 1 is H (m) higher than the riverbed 4, effectively reducing the erosion of the riverbed and reducing the buried depth and height of the bank toe 3.

[0113] As shown in the appendix Figure 4 The fixed-bed dam 1 adopts a broken-line weir type.

[0114] As shown in the appendix Figure 4 A stone-throwing erosion prevention groove 2 is arranged at the end of the fixed-bed dam 1 to maintain the stability of the fixed-bed dam 1 itself.

[0115] As shown in the appendix Figure 5 For the bank toe 5, the foundation buried depth (design control line 5) is reduced by H (m) compared with the buried depth (design control line 6) of the traditional design method.

[0116] Therefore, from any perspective, the embodiments should be regarded as exemplary and non-limiting. The scope of the present invention is defined by the appended claims rather than the above description. Thus, all changes falling within the meaning and scope of the equivalent elements of the application documents are intended to be embraced within the present invention.

[0117] The above are only specific embodiments of the present invention, enabling those skilled in the art to understand or implement the present invention. Various modifications to these embodiments will be obvious to those skilled in the art. The general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present invention. Therefore, the present invention will not be limited to these embodiments shown herein, but rather to the broadest scope consistent with the principles and novel features invented herein.

Claims

1. A bed-consolidation dam design method based on multi-source data, characterized in that: The following steps are involved: Step S1: multi-source data collection is performed on the target river channel to obtain a multi-source data set of the target river channel, and the flood depth of the target river channel is predicted based on the multi-source data set of the target river channel to obtain the design flood depth of the river channel; the scouring depth of the target river channel is calculated according to the design flood depth of the river channel to obtain the theoretical buried depth of the footing along the river channel; Step S2: The height of the bed dam is determined for the target river channel according to the designed flood depth of the river channel, and the initial bed dam height is obtained; Step S3: arranging the bed consolidation dam in the target river channel according to the initial bed consolidation dam height to obtain a river channel hydraulic model; Step S4: based on the river hydraulic model, the water surface line of the target river after the simulated arrangement of the bed-fixing dam is verified to obtain the river water surface line verification result; Step S5: adjusting the initial bed dam height according to the river water surface line verification result to obtain the final bed dam height; determining the gap width of the bed dam to obtain the gap width of the bed dam; performing an integrated arrangement operation of the bed dam and the river bank footing for the target river channel according to the final bed dam height and the bed dam gap width; The buried depth of the river bank footing is H1-H+0.5m and not less than 0.5m, wherein H1 is the theoretical buried depth of the footing along the river channel, and H is the final bed-fixing dam height.

2. The bed-consolidation dam design method based on multi-source data according to claim 1 is characterized in that: Step S1 includes the following steps: Step S11: collecting topographic survey data of the target river channel to obtain river channel topographic elevation data; Step S12: collecting hydrological monitoring data of the target river to obtain historical river flow data; Step S13: collecting geological survey data of the target river channel to obtain riverbed geological composition data, and performing particle size measurement on the riverbed geological composition data to obtain riverbed particle size distribution data; Step S14: collecting rainfall data for the target river channel to obtain basin rainfall data, and recording the river channel terrain elevation data, historical river channel flow data, riverbed particle size distribution data and basin rainfall data as the target river channel multi-source data set; Step S15: predict the flood depth of the target river channel based on the multi-source data set of the target river channel to obtain the design flood depth of the river channel; calculate the scour depth of the target river channel according to the design flood depth of the river channel to obtain the theoretical buried depth of the footing along the river channel.

3. The bed-consolidation dam design method based on multi-source data according to claim 2 is characterized in that: Step S15 includes the following steps: Step S151: converting the rainfall-runoff relationship based on the basin rainfall data and the historical river flow data to obtain basin runoff characteristic data; Step S152: Calculate the design flood of the target river channel according to the basin runoff characteristic data to obtain the design flood flow data; Step S153: Calculating the water surface line of the target river channel based on the design flood flow data to obtain the design flood depth of the river channel; Step S154: Performing hydrodynamic simulation on the target river based on the river terrain elevation data and the design flood flow data. Obtain river flow velocity data; Step S155: Calculate the starting flow velocity according to the river channel design flood depth and riverbed particle size distribution data to obtain riverbed sediment starting flow velocity data; Step S156: Based on the river water velocity data and the riverbed sediment starting velocity data and the riverbed particle size distribution data, the scouring depth of the target river channel is calculated to obtain the theoretical buried depth of the footing along the river channel.

4. The bed-consolidation dam design method based on multi-source data according to claim 3 is characterized in that: Step S156 includes the following steps: Step S1561: judging the riverbed type of the target river channel according to the riverbed particle size distribution data, and obtaining a riverbed type judgment result, wherein the riverbed type judgment result is any one of a clay riverbed, a sandy riverbed and a pebble riverbed; Step S1562: If the riverbed type is determined to be a viscous riverbed or a sandy riverbed, the scouring depth of the target river channel is calculated using the Zhang Ruijin formula according to the river flow velocity data and the riverbed sediment starting velocity data to obtain the theoretical buried depth of the foot guard along the river channel; Step S1563: If the riverbed type is determined to be a pebble riverbed, the scouring depth of the target river channel is calculated using the Changkeyuan formula according to the river flow velocity data and the riverbed sediment starting velocity data to obtain the theoretical buried depth of the footing along the river channel.

5. The bed-consolidation dam design method based on multi-source data according to claim 1 is characterized in that: The height of the bed dam for the target river channel is determined according to the design flood depth of the river channel, specifically: Will The design flood depth of the river channel is set as the height of the initial bed consolidation dam, and the height of the initial bed consolidation dam is not greater than the theoretical buried depth of the footing along the river channel.

6. The bed-consolidation dam design method based on multi-source data according to claim 1 is characterized in that: Step S3 includes the following steps: Step S31: Positioning the straight river section of the target river channel to obtain the straight river section position data; Step S32: calculating the river gradient of the straight river section of the target river based on the river terrain elevation data and the straight river section position data to obtain the river gradient data; Step S33: The distance data of the river bed reinforcement dam is set as the data, and a three-dimensional model of the straight river section of the target river is constructed based on the river terrain elevation data and the straight river section position data to obtain a three-dimensional model of the straight river section; Step S34: Based on the straight river section three-dimensional model, a simulated arrangement of the bed dam is performed on the target river channel according to the initial bed dam height and the river channel bed dam spacing data to obtain a river channel hydraulic model.

7. The bed-consolidation dam design method based on multi-source data according to claim 1 is characterized in that: Step S4 includes the following steps: Step S41: obtaining design flood flow data; Step S42: performing flood flow simulation on the target river channel based on the river channel hydraulic model according to the design flood flow data to obtain river channel flood flow simulation data; Step S43: extracting the water level change process of the river flood flow simulation data to obtain river simulated water level change data; Step S44: extracting the flow velocity distribution of the river flood flow simulation data to obtain the river simulation flow velocity field distribution data; Step S45: quantify the scouring and silting balance of the target river channel after the simulated arrangement of the bed-fixing dam according to the simulated velocity field distribution data of the river channel, obtain the simulated scouring and silting change data of the riverbed, and record the simulated water level change data of the river channel and the simulated scouring and silting change data of the riverbed as the river channel water surface line verification result.

8. The bed-consolidation dam design method based on multi-source data according to claim 1 is characterized in that: Step S5 includes the following steps: Step S51: adjusting the initial bed-fixing dam height according to the preset adjustment standard based on the river water surface line review result to obtain the adjusted bed-fixing dam height, and repeating steps S3-S4 using the adjusted bed-fixing dam height until the river water surface line review result meets the preset adjustment standard, thereby obtaining the final bed-fixing dam height; Step S52: Measure the width of the straight river section of the target riverbed to obtain the width of the straight river section. The gap width of the bed consolidation dam is determined to obtain the gap width of the bed consolidation dam, where K is the riverbed width of the straight river section; Step S53: performing an integrated arrangement operation of the bed consolidation dam and the river bank footing for the straight river section of the target river channel according to the final bed consolidation dam height and the bed consolidation dam gap width.

9. A bed consolidation dam design system based on multi-source data, characterized in that: Used to execute the bed-consolidation dam design method based on multi-source data as claimed in claim 1, the bed-consolidation dam design system based on multi-source data comprises: The data acquisition module is used to collect multi-source data of the target river channel to obtain a multi-source data set of the target river channel, calculate the scouring depth of the target river channel based on the multi-source data set of the target river channel, and obtain the theoretical buried depth of the footing along the river channel; predict the flood depth of the target river channel to obtain the design flood depth of the river channel; The bed consolidation dam height estimation module is used to estimate the bed consolidation dam height of the target river channel according to the designed flood depth of the river channel, and obtain the initial bed consolidation dam height; The bed consolidation dam arrangement module is used to arrange the bed consolidation dam for the target river channel according to the initial bed consolidation dam height; The review and evaluation module is used to review the water surface line of the target river channel after the simulated arrangement of the bed-fixing dam based on the river channel hydraulic model, and obtain the review result of the water surface line of the river channel; The optimization layout module is used to adjust the initial bed dam height according to the river water surface line review result to obtain the final bed dam height; determine the gap width of the bed dam to obtain the gap width of the bed dam; and perform an integrated layout operation of the bed dam and river bank footing for the target river according to the final bed dam height and the bed dam gap width; the buried depth of the river bank footing is H1-H+0.5m and not less than 0.5m, wherein H1 is the theoretical buried depth of the footing along the river channel, and H is the final bed dam height.

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