A city planning method, device, storage medium and system

Abstract

The application is suitable for the technical field of urban planning management, and provides a city planning method, device, storage medium and system, which comprises the following steps: acquiring topographic data and drainage capacity data of a target area; constructing a waterlogging depth dynamic evaluation model of the target area based on the topographic data and the drainage capacity data; inputting a preset simulated rainfall scenario into the model to obtain waterlogging depth change trend information of the target area over time; acquiring flood control grade requirements; and optimizing a to-be-tested building flood control parameter of the target area according to the change trend information until the flood control level of the to-be-tested building reaches the preset flood control grade requirements. The model can directly output a water depth-time corresponding curve, can convert an abstract flood control grade into a quantifiable control index, and can further obtain lowest entrance elevation, baffle height and lowest point elevation data under different rainfall amounts, so that the method is more accurate and reliable.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of urban planning management, and particularly relates to a city planning method, device, storage medium and system. BACKGROUND

[0002] Urban rainstorm waterlogging disasters have gradually become one of the key factors restricting the continuity of urban safety and operation. With the acceleration of urbanization, the hardening surface area of the city is continuously expanding, the proportion of impervious areas of the underlying surface is rising, the natural infiltration capacity is declining, and extreme rainfall is concentrated in a short time, which leads to problems such as short-term waterlogging, overload of drainage systems, and rapid water filling of underground space.

[0003] In the compilation process of traditional urban planning, rainstorm waterlogging is usually regarded as a local constraint of the water supply and drainage profession, rather than as a dominant index affecting the overall spatial structure, safety evacuation system, and public infrastructure resilience, which leads to a lag in considering rainstorm waterlogging in the overall planning stage and a lack of foresight.

[0004] Therefore, a flood control and disaster reduction technical solution for urban planning is needed, which enables the target building constructed in the target area to have quantifiable flood control capacity from the beginning of the planning stage. SUMMARY

[0005] The purpose of the embodiments of the present application is to provide a city planning method, which aims to solve the problem of insufficient consideration of rainstorm waterlogging risk and poor adaptability of the scheme in the prior art.

[0006] The embodiments of the present application are implemented in this way, and a city planning method is provided, which comprises:

[0007] Obtaining topographic data and drainage capacity data of a target area;

[0008] Building a waterlogging depth dynamic evaluation model of the target area based on the topographic data and the drainage capacity data; inputting a preset simulated rainfall scenario into the model to obtain waterlogging depth change trend information of the target area over time;

[0009] Obtaining flood control level requirements, and optimizing the flood control parameters of the target area to be tested according to the change trend information until the flood control level of the building to be tested reaches the preset flood control level requirements.

[0010] Another purpose of the embodiments of the present application is to provide a city planning device, which comprises:

[0011] A basic data acquisition unit for acquiring topographic data and drainage capacity data of a target area;

[0012] The change trend acquisition unit is configured to construct a waterlogging depth dynamic evaluation model of the target region based on the terrain data and the drainage capacity data, input a preset simulation rainfall scenario into the model, and obtain waterlogging depth change trend information of the target region over time.

[0013] The standard judgment unit is configured to obtain a flood control level requirement, optimize a to-be-tested building flood control parameter of the target region according to the change trend information, and until a flood control level of the to-be-tested building reaches a preset flood control level requirement.

[0014] Another object of the embodiments of the present application is to provide a computer readable storage medium, which stores a computer program. When the computer program is executed by a processor, the processor performs the steps of the urban planning method.

[0015] Another object of the embodiments of the present application is to provide an urban planning system, which includes a memory and a processor. The memory stores a computer program. When the computer program is executed by the processor, the processor performs the steps of the urban planning method.

[0016] The urban planning method provided by the embodiments of the present application has the advantages that the model can directly output a water depth-time corresponding curve, can convert an abstract flood control level into a quantifiable control index, and can further obtain lowest entrance elevation, water baffle height, and lowest point elevation data under different rainfall amounts, thereby being more accurate and reliable. Meanwhile, the method can make high-risk low-lying points explicit in the control planning stage of urban building planning, and can serve as a basis for avoiding and reinforcing public facilities and emergency passage facilities. Meanwhile, the method can demarcate flood storage, slow-release spaces, and controllable overflow paths, directly serves the decision-making of urban planning and design departments, and significantly improves the safety of urban flood control design. BRIEF DESCRIPTION OF DRAWINGS

[0017] Figure 1 An application environment of the urban planning method provided by the embodiments of the present application is shown in the figure;

[0018] Figure 2 A step flowchart of the urban planning method provided by the embodiments of the present application is shown in the figure;

[0019] Figure 3 A structure block diagram of the urban planning device provided by the embodiments of the present application is shown in the figure;

[0020] Figure 4 An internal structure block diagram of a computer device in one embodiment is shown in the figure. DETAILED DESCRIPTION

[0021] In order to make the objectives, technical solutions and advantages of the present application clearer, further detailed description will be made to the present application in combination with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application, and are not used to limit the present application.

[0022] It can be understood that the terms "first", "second" and the like used herein can be used to describe various elements, but these elements are not limited by these terms unless specifically stated. These terms are only used to distinguish a first unit or module from another unit or module. For example, without departing from the scope of the present application, the first script can be referred to as the second script, and similarly, the second script can be referred to as the first script.

[0023] Figure 1 The application environment of the urban planning method provided by the embodiments of the present application is shown in Figure 1 , which includes a terminal 110 and a computer device 120.

[0024] The computer device 120 can be a stand-alone physical server or terminal, or a server cluster composed of multiple physical servers, and can be a cloud server providing basic cloud computing services such as cloud server, cloud database, cloud storage and CDN. It can also be a tablet computer, a notebook computer, a desktop computer, etc.

[0025] The terminal 110 can be various data acquisition devices, etc., and can be used to input planning area boundary, rainfall recurrence period and other parameters, but is not limited thereto. The terminal 110 and the computer device 120 can be connected through a network, which is not limited in the present application.

[0026] As shown in Figure 2 , in one embodiment, an urban planning method is proposed, and the present embodiment mainly takes the method applied to the computer device 120 in the above Figure 1 as an example for illustration. The urban planning method can specifically include the following steps:

[0027] Step S10: Obtain topographic data and drainage capacity data of the target area, wherein the drainage capacity data is a function of drainage rate of the target area with respect to time.

[0028] In the present embodiment, the present application separates the modeling of how much water the target area can hold, how the surface water level determined by the topography changes with the water volume, and how much water the target area can drain away at different times, so as to reduce the complexity of data processing and facilitate automatic simulation and estimation by the system.

[0029] The terrain data in the embodiment adopts a digital elevation model, which can be directly read from a digital map book or an online database of each region, and then the storage capacity-water level relationship of the target region is obtained. The region can be divided into multiple grids based on different geographic block types, which are generally equal-height catchment units For example, the cement blocks in the square can be divided into a grid block.

[0030] The drainage capacity data in the embodiment can refer to the function of the drainage rate with time It is a comprehensive representation of the infiltration capacity, rainwater inlet flow, and pipe network flow. This data can be obtained through various paths in engineering, such as historical / SCADA measured inversion, offline calculation based on pipe network and infiltration mechanism model under given river water level and pump station working condition, or conservative envelope given by specification. In the present application, an estimation method based on numerical simulation is given.

[0031] Step S20: constructing a waterlogging depth dynamic evaluation model of the target region based on the terrain data and the drainage capacity data; inputting a preset simulation rainfall scenario into the model to obtain the change trend information of the waterlogging depth of the target region with time.

[0032] The principle core of the embodiment is mass conservation, that is,

[0033] ;

[0034] Among them, is the input rainfall intensity time history, is the effective catchment area of the target region, is the storage capacity-water level curve obtained from the terrain, is the output waterlogging depth.

[0035] In the present application, the target region is regarded as a single equivalent water pool, and the storage capacity is directly integrated from DEM, which is extremely fast in calculation and suitable for rapid estimation and parameter optimization. The region is also subdivided into a plurality of cells through a grid array of water storage pools, and and are used respectively, and then surface confluence calculation is added to reflect the water exchange between high and low areas, thereby simulating the waterlogging depth of the target region under a preset rainfall condition. It can be understood that different building types or surfaces have their corresponding equivalent deep water or waterlogging value models, which are not described here.

[0036] In the embodiment, different rainfall scenarios are selected according to different design requirements, and is directly substituted into the above formula to perform numerical integration by means of explicit Euler or fourth-order Runge-Kutta, and the change trend information of the waterlogging depth of the target region with time is output , and key indicators such as peak water depth are obtained accordingly. , threshold duration, decay time, peak time, etc. Because the drainage capacity has been embodied as a time function in , this step does not need to solve complex coupled equations again. The preset simulation rainfall scenario can refer to presetting different rainfall intensities, durations, etc.

[0037] Step S30: Obtain the flood control level requirement, and optimize the to-be-tested building flood control parameters of the target area according to the change trend information until the flood control level of the to-be-tested building reaches the preset flood control level requirement.

[0038] In the embodiments of the present application, the flood control level requirement can be converted into a constraint condition, such as that the water depth of the building boundary is not more than a depth threshold , different flood control levels correspond to different rainfall amounts and rainfall durations. The adjustable design variable set can be selected as needed, such as the minimum height of the flood control board, the drainage capacity curve of the emergency pump, etc. Whether the standard is met can be used as a feasibility criterion, and methods such as single-variable monotonic search or numerical optimization are selected for single variables such as threshold elevation to evaluate and update the design variables until the preset flood control level requirement is met.

[0039] In the embodiments, the model used in the method can directly output the water depth-time corresponding curve, the abstract flood control level can be converted into a quantifiable control index, and then the minimum entrance elevation, the water baffle height, and the minimum point elevation data under different rainfall amounts are obtained, which is more accurate and reliable. At the same time, the high-risk low-lying points can be made explicit at the control regulation stage of urban building planning, and used as the basis for avoiding and reinforcing public facilities and emergency passage facilities; at the same time, the flood storage, slow-release space and controllable overflow path can be demarcated, directly serving the decision-making of the urban planning and design department, and significantly improving the safety of urban flood control design.

[0040] In a preferred embodiment, the method for obtaining the drainage capacity data of the target area is: constructing a digital surface model of the target area based on terrain data, dividing the digital surface model into a plurality of grid plots; obtaining all grid plots contained in the target area, denoted as target grid plots; obtaining the average water permeability and the maximum detention volume of each target grid plot based on the ground cover type and the underlying surface type of each target grid plot; obtaining the regional water permeability and the regional detention volume of the target area based on the average water permeability and the maximum detention volume of each target grid plot; obtaining the maximum discharge flow of each drainage outlet in the target area to obtain the maximum pipe discharge flow of the target area; obtaining the drainage capacity data of the target area based on the regional water permeability and the maximum pipe discharge flow.

[0041] In the embodiment, the continuous elevation surface can be generated first using the DEM tool, and rasterized. After gridding, each grid is a minimum hydrological unit, facilitating subsequent assignment of infiltration, detention, and outflow to each grid and regional aggregation. The gridded terrain is cropped using the target area boundary to obtain a set of grids that fall entirely within the area, and the area of the boundary intersection grid is converted. For each target grid block, the surface cover type and soil group type are obtained by table lookup or automatically from the database through the model, and the average water infiltration rate and maximum detention volume of each target grid block are obtained. The grid-by-grid parameters are aggregated into regional water infiltration rate and regional detention volume. Then, the number of drainage outlets in the target area and the actual maximum discharge flow are obtained, and the maximum pipeline discharge flow of the region is obtained. In some cases, the inlet structure of the sewer and the maximum flow of the downstream pipeline network may be mutually bottlenecked, and taking the smaller one for calculation is more accurate. In the embodiment, the regional water infiltration rate , regional detention volume , and maximum pipeline discharge flow are arranged into a data package readable by the model, which is the most important embodiment of the drainage capacity data. Based on these data, comprehensive drainage capacity data can be obtained.

[0042] In a preferred embodiment, based on the surface cover type and underlying surface type of each target grid block, the average water infiltration rate and maximum detention volume of each target grid block are obtained by:

[0043] obtaining the cover type , underlying surface type , and water permeable flag of each grid;

[0044] obtaining the average water infiltration rate of the target grid block:

[0045] ;

[0046] ;

[0047] obtaining the maximum detention volume of the target grid block:

[0048] .

[0049] In the embodiment, k is the grid index, indicating the th target grid block. is the grid surface cover type, used for table lookup or determination of infiltration and detention parameters. is the grid underlying surface type. is the grid water permeable flag. is the grid water permeable flag. is the grid water permeable flag. Grid permeability flag, 1 for permeable, 0 for impermeable. Infiltration rate can be set as Infiltration can be accounted for only for grids in the summation. Initial infiltration rate for grid at time ; ; Initial infiltration rate for grid . Usually related to land cover and soil dryness. Steady infiltration rate for grid . Infiltration decay coefficient for grid . Time since the beginning of rainfall, Average infiltration rate for grid in a specified time window :

[0050] ;

[0051] Time window for averaging, Natural constant. Maximum impoundment volume for grid : ; Area of grid , Equivalent impoundment depth for grid .

[0052] In a preferred embodiment, the method for obtaining the maximum pipe flow capacity of a target area is:

[0053] Obtain the structural overtopping limit for the th outlet at the design effective depth :

[0054] ;

[0055] In the above equation , is the weir width, orifice area, and is the relative elevation of the weir top and orifice bottom; is a coefficient;

[0056] Obtain the capacity of the th pipe segment at full flow and downstream reduction :

[0057] ;

[0058] Maximum pipe discharge capacity of the target area

[0059] .

[0060] In the embodiments of the present application, is the number of the outlet, is the number of the pipe section. is the design effective water depth. The reference free water depth that can be used to evaluate the inlet capacity is the representative water depth under the design condition or the un-submerged free water depth. is the gravitational acceleration, is the structural over-flow upper limit of the th rainwater inlet under the condition of . The corresponding value is taken from the weir control or orifice control formula. is the Manning roughness coefficient of the th pipe section. is the over-flow area of the th section under the full-flow condition, is the hydraulic radius of the th section under the full-flow condition, is the energy line slope of the th section. Under the uniform steady flow approximation, it can be taken as the pipe bottom slope. is the theoretical maximum flow of the th section under the full-flow condition and without backwater surcharge, which is calculated according to the Manning formula: . is the downstream reduction coefficient of the th section. is the upper limit of the capacity of the th section under the actual downstream working condition: , is the total structural upper limit of all inlets that can enter the pipe network under the condition of , which is constrained by the wellhead geometry and the submerged state. is the synthetic through-flow upper limit under the current downstream boundary and the operating condition. is the maximum pipe discharge capacity of the target area.

[0061] In the embodiments, first, it is evaluated how much the pipe can enter and how much the pipe network can exit, and then the minimum value of the two is taken as the maximum discharge capacity of the area under the condition.

[0062] In a preferred embodiment, the regional detention volume is calculated based on the following formula :

[0063] ;

[0064] The regional infiltration capacity is calculated based on the following formula :

[0065] .

[0066] In a preferred embodiment, the method for obtaining the drainage capacity data of the target area is:

[0067] ;

[0068] wherein, , is the maximum volume of the area that can be detained, is the total flow rate on the inlet side, is the flow rate of the first inlet at the current water depth ; is the time, is the change in water depth.

[0069] In this embodiment, the target area is first gridded, the equivalent detention depth and the time-averaged infiltration rate of each grid are determined according to the land cover type and the underlying surface type of each grid, and the total detention volume and the area infiltration capacity of the area are obtained by area weighting, respectively; then, the design rainfall time history is taken as the inflow term, the area infiltration capacity is taken as the loss term to be preferentially deducted, and the drainage capacity limited by the structure capacity of the rainwater inlet and the flow capacity of the pipe network is taken as the outflow term, which is substituted into the mass conservation equation based on the equivalent impoundment area to obtain the change of the water depth of the target area with time in real time, thereby providing a dynamic water depth curve for subsequent optimization of the flood control parameters. In this embodiment, it can be understood that the "drainage capacity data" is a substitute for the calculation equation.

[0070] In a preferred embodiment, the method for obtaining the change trend information of the water depth of the target area with time is:

[0071] constructing a digital district surface model of a district where the target area is located, dividing the digital district surface model into a plurality of grid plots; taking each grid plot in the digital district surface model as a metadata, obtaining drainage capacity data of each metadata; obtaining topographic elevation data of the district, obtaining a mean value of the topographic elevation of each metadata; obtaining surface runoff data between different grid plots based on the topographic elevation value; inputting the simulated rainfall scenario into a dynamic water depth evaluation model, obtaining the change trend information of the water depth of the target area with time based on the surface runoff data and the drainage capacity data corresponding to all grid blocks of the target area.

[0072] In the embodiments of the present application, the district grid is taken as a basic unit, drainage capacity data is assigned to each grid, and the terrain elevation difference is used to drive the surface runoff between grids, and the water depth of each grid is advanced according to mass conservation under a given rainfall time sequence ​Thus, the water depth-time curve of the target region is obtained.

[0073] In a preferred embodiment, the method for obtaining the surface flow data between different grid plots is as follows:

[0074] Obtain the water surface elevation and the hydraulic slope:

[0075] ;

[0076] ;

[0077] wherein, represents the water surface elevation of the kth grid; represents the surface water depth of the kth grid; represents the hydraulic slope from the kth grid to the adjacent (k+1)th grid; represents the characteristic hydraulic length of the kth and (k+1)th grids; represents the average terrain elevation of the kth grid; represents the positive operator; Based on the water surface elevation and the hydraulic slope, the surface flow data is obtained: ;

[0078] Based on the water surface elevation and the hydraulic slope, the surface flow data is obtained:

[0079] ;

[0080] ;

[0081] wherein, represents the unit width flow; represents the surface roughness coefficient of the kth grid; represents the inter-grid surface flow volume; represents the length of the shared boundary between the kth and (k+1)th grids. In the embodiments of the present application, the water surface elevation difference is used to calculate the hydraulic slope from high to low, the Manning formula of the surface flow is used to calculate the unit width flow, and finally the inter-grid volume flow is obtained by multiplying the shared length of the two grids; thus, each pair of adjacent grids has the surface flow from the

[0082] to the . In a preferred embodiment, the method for obtaining the trend information of the water depth of the target region over time is as follows:

[0083] First, a standard spatial rainfall model is obtained:

[0084] First, a standard spatial rainfall model is obtained:

[0085] ​​​​

[0086] in, Indicates the first Rainfall intensity; Indicates the baseline rainfall time history; Represents spatial weights.

[0087] Obtaining actual infiltration water intake:

[0088]

[0089] in, Indicates the first Infiltration volumetric flow rate; Indicates the proportion of permeable area; Indicates the permeable area.

[0090] Since the reservoir only increases storage capacity before it is formed and does not experience flow, the pre-existing storage capacity is used for filling:

[0091]

[0092] in, Indicates the first The pre-filled storage volume of the grid.

[0093] Based on the law of conservation of mass, by simultaneously establishing the relationships between inter-cell exchange, infiltration, and efflux, we obtain:

[0094]

[0095] in, Indicates the first At any moment The water depth, Indicates d and case The set of adjacent lattices.

[0096] Finally, the estimated water depth is obtained through discrete updates:

[0097] ;

[0098] in, Indicates the first At any moment The water depth; Indicates the time step, in seconds; superscript Indicates in The value is taken at the specified location. Different rainfall durations correspond to different water depth estimates.

[0099] In this embodiment, based on stability experience, we take... ,in Let be the characteristic velocity of the flow. Based on the above formula, we can obtain that the k-th cell at time _____. water depth value When different rainfall values are input, the water depth of the target area can be simulated, thereby giving the waterproof and disaster prevention requirements for the planning and design of the building.

[0100] As Figure 3 shown, in one embodiment, a city planning apparatus is provided, which can be integrated into the computer device 120 described above, and specifically can include:

[0101] The basic data acquisition unit 510 is configured to acquire terrain data and drainage capacity data of the target area.

[0102] The change trend acquisition unit 520 is configured to construct a waterlogging depth dynamic evaluation model of the target area based on the terrain data and the drainage capacity data, input a preset simulation rainfall scenario into the model, and obtain change trend information of the waterlogging depth of the target area over time.

[0103] The standard judgment unit 530 is configured to acquire a flood control level requirement, and optimize a flood control parameter of the building to be measured in the target area according to the change trend information, until the flood control level of the building to be measured reaches the preset flood control level requirement.

[0104] In the embodiments of the present application, the above steps are explained and described above, and will not be repeated here.

[0105] Figure 4 An internal structure diagram of a computer device in one embodiment is shown. The computer device can specifically be the computer device 120 in Figure 1 As Figure 4 shown, the computer device includes a processor, a memory, a network interface, an input device and a display screen connected through a system bus. The memory includes a non-volatile storage medium and an internal memory. The non-volatile storage medium of the computer device stores an operating system, and can also store a computer program, which, when executed by the processor, can enable the processor to implement the city planning method. The internal memory can also store a computer program, which, when executed by the processor, can enable the processor to execute the city planning method.

[0106] Those skilled in the art can understand that Figure 4 the structure shown in the figure is only a block diagram of part of the structure related to the scheme of the present application, and does not constitute a limitation on the computer device to which the scheme of the present application is applied. The specific computer device can include more or fewer components than those shown in the figure, or combine certain components, or have a different arrangement of components.

[0107] In one embodiment, the city planning apparatus provided by the present application can be implemented in the form of a computer program, which can be executed on a computer device such as Figure 4The computer device shown runs. The memory of the computer device can store various program modules constituting the urban planning apparatus, such as, Figure 3 The computer device shown runs. The memory of the computer device can store various program modules constituting the urban planning apparatus, such as,

[0108] For example, Figure 4 The computer device shown can execute step S10 through the basic data acquisition unit 510 in the urban planning apparatus as shown. Figure 3 The computer device shown can execute step S10 through the basic data acquisition unit 510 in the urban planning apparatus as shown.

[0109] In one embodiment, a computer readable storage medium is provided, and the computer readable storage medium stores a computer program, and the computer program is executed by a processor to make the processor execute the steps of an urban planning method as described above.

[0110] In one embodiment, an urban planning system is provided, and the urban planning system includes a memory and a processor, and the memory stores a computer program, and the computer program is executed by the processor to make the processor execute the steps of an urban planning method as described above.

[0111] In the embodiments of the present application, the description of the two applications of the urban planning method described above is referred to the above, and will not be described here.

[0112] It should be understood that although each step in the flowchart of each embodiment of the present application is displayed in sequence according to the arrow, these steps are not necessarily executed in sequence according to the arrow. Those skilled in the art can understand that all or part of the processes in the above-mentioned embodiment method can be completed by computer program to instruct related hardware, and the program can be stored in a non-volatile computer readable storage medium, and the program can include the processes of the above-mentioned embodiment of each method when executed.

[0113] Each technical feature of the above-mentioned embodiments can be combined arbitrarily, and in order to make the description simple, each technical feature in the above-mentioned embodiments is not described all possible combinations, however, as long as the combination of these technical features does not exist contradictory, it should be considered as the scope of the present application.

Claims

1. An urban planning method, characterized in that, The method includes: Acquire terrain data and drainage capacity data for the target area; Based on the terrain data and drainage capacity data, a dynamic assessment model of water depth in the target area is constructed; a preset simulated rainfall scenario is input into the dynamic assessment model of water depth to obtain the trend information of water depth in the target area over time. Obtain the flood control level requirements, and optimize the flood control parameters of the buildings to be tested in the target area based on the changing trend information until the flood control level of the buildings to be tested reaches the preset flood control level requirements; The method for obtaining drainage capacity data for the target area is as follows: A digital surface model of the target area is constructed based on terrain data, and the digital surface model is divided into several grid blocks; Obtain all grid blocks contained in the target region, and denote them as the target grid blocks; Based on the land cover type and underlying surface type of each target grid block, the average infiltration rate and maximum water retention volume of each target grid block are obtained. The regional permeability and regional retention volume of the target area are obtained based on the average permeability and maximum retention volume of each target grid block. Obtain the maximum discharge flow rate of each drainage outlet in the target area to obtain the maximum pipeline discharge flow rate of the target area; Based on the area's infiltration rate and maximum pipeline discharge flow rate, the drainage capacity data of the target area is obtained; The method for obtaining the average infiltration rate and maximum water retention volume of each target grid block based on the land cover type and underlying surface type is as follows: Get the surface cover type for each grid block Underlay type And whether it is waterproof. ; Obtain the average permeability of the target grid block: ； ； Get the maximum storage volume of the target grid block: ； The method for obtaining the maximum pipeline discharge flow rate in the target area is as follows: Get the Each drainage outlet is designed to have an effective water depth. The upper limit of the structure for water passage: ； In the above formula , For the width of the weir, The area of ​​the orifice. This represents the relative elevation of the dam crest. This refers to the relative elevation of the bottom of the hole. For coefficients; Obtain the pipeline network The section is reduced at full flow and downstream. The following abilities: ； To obtain the maximum pipe discharge flow rate: ； The method for obtaining drainage capacity data for the target area is as follows: ； in, ; in, For the first Ge Zai Infiltration rate at that time For the first Initial infiltration rate For the first Stable infiltration rate The time is counted from the start of rainfall. For the first Infiltration attenuation coefficient, For a specified time window, The average permeability. For maximum storage capacity, For the first Grid area, For the first Equivalent storage depth / depression storage depth Let g be the upper limit of the structure's water passage, and g be the acceleration due to gravity. For the first The theoretical maximum flow rate of the section when it is at full flow and without backwater support, calculated using the Manning formula. For the maximum pipeline discharge flow rate, For the first The upper limit of the section's capacity under actual downstream operating conditions. For all entrances in The upper limit of the total structure that can be connected to the pipeline network. The upper limit of the combined flow rate under the current downstream boundary and operating conditions. For changes in water depth, This represents the total flow rate at the inlet side. For the first The entrance is at the current water depth. The amount of water flowing down.

2. The urban planning method according to claim 1, characterized in that, The method for obtaining information on the trend of water depth in the target area over time is as follows: Construct a digital regional surface model of the target area, and divide the digital regional surface model into several grid plots; Each grid parcel in the digital regional surface model is treated as metadata, and the drainage capacity data of each metadata parcel is obtained. Based on the topographic elevation data of the region, the average topographic elevation of each of the aforementioned metadata is obtained; Based on the average topographic elevation, surface flow data between different grid plots are obtained; The simulated rainfall scenario is input into the dynamic evaluation model of water depth. Based on the surface flow data and drainage capacity data of all grid plots in the target area, the trend information of water depth in the target area over time is obtained.

3. The urban planning method according to claim 2, characterized in that, The method for obtaining surface flow data between different grid parcels is as follows: Obtain water surface elevation and hydraulic gradient: ； ； in, Indicates the first Ge Shui Shui Elevation Indicates the first Ge Shui Shui Elevation; Indicates the first The surface water is deep; The average elevation of the kth grid cell; Indicates a case Point to adjacent cell Hydraulic gradient; This represents the characteristic hydraulic lengths of the two cells k and m; Based on water surface elevation and hydraulic gradient, surface discharge data are obtained: ； ； in, Indicates flow rate per unit width; Indicates the first Surface roughness coefficient; This represents the surface flow data between grid cells; This indicates that the two cells share the same boundary length.

4. An urban planning device, characterized in that, The urban planning device includes: The basic data acquisition unit is used to acquire terrain data and drainage capacity data of the target area; The trend acquisition unit is used to construct a dynamic evaluation model of water depth in the target area based on the terrain data and drainage capacity data; input the preset simulated rainfall scenario into the dynamic evaluation model of water depth to obtain the trend information of water depth in the target area over time; The compliance judgment unit is used to obtain the flood control level requirements and optimize the flood control parameters of the building to be tested in the target area according to the change trend information until the flood control level of the building to be tested reaches the preset flood control level requirements. The method for obtaining drainage capacity data for the target area is as follows: A digital surface model of the target area is constructed based on terrain data, and the digital surface model is divided into several grid blocks; Obtain all grid blocks contained in the target region, and denote them as the target grid blocks; Based on the land cover type and underlying surface type of each target grid block, the average infiltration rate and maximum water retention volume of each target grid block are obtained. The regional permeability and regional retention volume of the target area are obtained based on the average permeability and maximum retention volume of each target grid block. Obtain the maximum discharge flow rate of each drainage outlet in the target area to obtain the maximum pipeline discharge flow rate of the target area; Based on the area's infiltration rate and maximum pipeline discharge flow rate, the drainage capacity data of the target area is obtained; The method for obtaining the average infiltration rate and maximum water retention volume of each target grid block based on the land cover type and underlying surface type is as follows: Get the surface cover type for each grid block Underlay type And whether it is waterproof. ; Obtain the average permeability of the target grid block: ； ； Get the maximum storage volume of the target grid block: ； The method for obtaining the maximum pipeline discharge flow rate in the target area is as follows: Get the Each drainage outlet is designed to have an effective water depth. The upper limit of the structure for water passage: ； In the above formula , For the width of the weir, The area of ​​the orifice. This represents the relative elevation of the dam crest. This refers to the relative elevation of the bottom of the hole. For coefficients; Obtain the pipeline network The section is reduced at full flow and downstream. The following abilities: ； To obtain the maximum pipe discharge flow rate: ； The method for obtaining drainage capacity data for the target area is as follows: ； in, ; in, For the first Ge Zai Infiltration rate at that time For the first Initial infiltration rate For the stable infiltration rate, The time is counted from the start of rainfall. For the first Infiltration attenuation coefficient, For a specified time window, The average permeability. For maximum storage capacity, For the first Grid area, For the first Equivalent storage depth / depression storage depth Let g be the upper limit of the structure's water passage, and g be the acceleration due to gravity. For the first The theoretical maximum flow rate of the section when it is at full flow and without backwater support, calculated using the Manning formula. For the maximum pipeline discharge flow rate, For the first The upper limit of the section's capacity under actual downstream operating conditions. For all entrances in The upper limit of the total structure that can be connected to the pipeline network. The upper limit of the combined flow rate under the current downstream boundary and operating conditions. For changes in water depth, This represents the total flow rate at the inlet side. For the first The entrance is at the current water depth. The amount of water flowing down.

5. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program that, when executed by a processor, causes the processor to perform the steps of an urban planning method as described in any one of claims 1 to 3.

6. An urban planning system, characterized in that, The system includes a memory and a processor, the memory storing a computer program that, when executed by the processor, causes the processor to perform the steps of an urban planning method as described in any one of claims 1 to 3.

Images