A method and device for regional confluence and drainage simulation

Abstract

The present application discloses a method for regional confluence and drainage simulation, comprising the following steps: dividing a catchment area into a plurality of sub-areas, and connecting each sub-area to the corresponding position of the pipe network topology; determining the regional rainfall hydrograph according to the regional rainfall historical data, and simulating the change of instantaneous rainfall intensity; calculating the flow rate of each catchment sub-area by using a non-linear reservoir model according to the instantaneous rainfall intensity; taking the flow rate of each catchment sub-area as the flow rate increment at the corresponding position of the pipe network topology; and simulating and calculating the flow rate of any cross-section in the pipe network topology by using the Saint-Venant equation. The present application also includes a device for implementing the above method. The existing technology model of the present application cannot accurately reflect the problems of the confluence and drainage processes in the research area.

Description

Technical Field

[0001] The present application relates to the technical field of hydrodynamic technology, and particularly relates to a method and device for regional confluence and drainage simulation. Background Art

[0002] In recent years, heavy rainfall has had an extremely serious impact on regional waterlogging and confluence, which may cause urban traffic paralysis, inconvenience to residents' lives, and so on. Therefore, it is extremely important to study the hydrodynamic model of the regional drainage pipe network, simulate and prevent the serious backlog of rainwater and the overflow of drainage pipelines.

[0003] Currently, for the study of urban waterlogging, mathematical models are generally used to simulate and predict the urban rainstorm and flood process. For example, the runoff process within the urban area is simulated through SWMMH (Storm Water Management Model), and the water volume in sub-basins and pipelines at different times is simulated. As an open-source software, it provides an integrated environment for editing input data of the research area, performing hydrological, hydraulic, and water quality simulations, and browsing results in various formats. Therefore, it is widely used in aspects such as urban waterlogging analysis and drainage system assessment and planning.

[0004] Since only the average rainfall intensity formula is used for rainfall intensity setting in SWMMH, and there is no correlation between the infiltration model and the rainfall process, it is impossible to accurately simulate the time-varying process of confluence in the research area and cannot accurately reflect the confluence and drainage processes in the research area. Summary of the Invention

[0005] The present application proposes a method and device for regional confluence and drainage simulation, which solves the problem that the prior art cannot accurately reflect the confluence and drainage processes in the research area.

[0006] An embodiment of the present application proposes a method for regional confluence and drainage simulation, including the following steps:

[0007] Divide the catchment area into multiple sub-areas, and each sub-area is connected to the corresponding position of the pipe network topology;

[0008] Determine the regional rainfall hydrograph according to the regional rainfall historical data, and simulate the change of instantaneous rainfall intensity;

[0009] Calculate the flow rate of each catchment sub-area using a non-linear reservoir model according to the instantaneous rainfall intensity;

[0010] Take the flow rate of each catchment sub-area as the flow rate increment at the corresponding position of the pipe network topology;

[0011] Simulate and calculate the flow rate at any cross-section in the pipe network topology using the Saint-Venant equation.

[0012] Preferably, a rain peak coefficient is set, which is the ratio of the rain peak duration to the total rainfall duration; the rainfall intensity curves before and after the rain peak are simulated using the rainstorm intensity formula; the rainfall intensity curves before and after the peak constitute the rainfall hydrograph.

[0013] Preferably, the rainstorm intensity formula is Formula (3). Preferably, m = 11.591 and n = 0.902 are taken.

[0014] Preferably, the flow rate of each catchment sub - area is corrected by subtracting the infiltration amount. Further preferably, according to the instantaneous rainfall intensity, the rainwater infiltration amount at any moment in each catchment sub - area is calculated by Formula (5).

[0015] Preferably, the flow rate of any one of the catchment sub - areas is directly introduced into the corresponding point of the pipe network topology, or introduced into another adjacent sub - area.

[0016] This application also provides a regional confluence and drainage simulation system for implementing the method described in any one of the embodiments of this application, including: an input module, a calculation module, and a display module.

[0017] The input module is used to divide the catchment area into multiple sub - areas, and each sub - area is connected to the corresponding position of the pipe network topology;

[0018] The calculation module further includes: a first module for simulating the change of instantaneous rainfall intensity to generate instantaneous rainfall intensity data; a second module for calculating the flow rate of each catchment sub - area using the nonlinear reservoir model according to the instantaneous rainfall intensity data; a third module for increasing the flow rate at the corresponding position of the pipe network topology according to the flow rate of the catchment sub - area, and further simulating and calculating the flow rate at each point in the pipe network topology using the Saint - Venant equation.

[0019] The display module is used to display the geographical graphics and flow rate data of the catchment area and sub - areas, and is also used to display the graphics and flow rate data of the pipe network topology.

[0020] The above - mentioned at least one technical solution adopted in the embodiments of this application can achieve the following beneficial effects:

[0021] Since the existing SWMMH only provides the principle for dividing sub - catchment areas, the present invention determines the division of the research area based on the hydrological environment and pipeline topological relationship of the research area; during the simulation of heavy rainfall, the existing technology uses a general rainfall intensity formula, which is not suitable for the scenario of the research area. The present invention designs a rainstorm process curve for the research area; in the existing infiltration volume model during the runoff generation process, there is no influencing factor related to rainfall intensity. The present invention designs an infiltration model with the addition of the rainfall intensity factor. Therefore, this application improves the accuracy of sub - catchment area division, makes the correlation relationship of the underground pipeline spatial topological model more accurate, designs the rainstorm curve within the local recurrence period to conform to the local specific hydrological laws, and also considers the rainfall intensity correlation factor in the infiltration model during the runoff generation process. Thus, the accuracy and dynamics are improved, and it can reflect the variation law of the confluence and drainage processes with the rainfall process. The improved SWMMH hydrodynamic model of this application has been applied to the construction of underground pipe networks in some areas of various provinces and cities. The main parameters are continuously optimized according to the local hydrological environment to make the model output results more accurate; based on each heavy rainfall, it can initially judge the sub - catchment areas prone to waterlogging and the parts of underground pipelines prone to overflow and blockage, providing certain renovation reference measures for local government departments. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] The drawings described herein are used to provide a further understanding of the present application, form a part of the present application, and the schematic embodiments and descriptions thereof are used to explain the present application, and do not constitute an improper limitation to the present application. In the drawings:

[0023] Figure 1 is the flowchart of the embodiment of the method of the present application;

[0024] Figure 2 is the sub - catchment division area map;

[0025] Figure 3 is the pipeline spatial topology map;

[0026] Figure 4 is the 2 - hour rainfall process line for a 2 - year recurrence period;

[0027] Figure 5 is the runoff of the catchment unit 2 hours after the start of rainfall;

[0028] Figure 6 is the liquid level depth 2 hours after the start of rainfall;

[0029] Figure 7 is the schematic diagram of the device of the present application. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0030] To make the objectives, technical solutions, and advantages of this application clearer, the following will clearly and completely describe the technical solutions of this application in combination with specific embodiments of this application and the corresponding drawings. Obviously, the described embodiments are only a part of the embodiments of this application, rather than all the embodiments. All other embodiments obtained by those of ordinary skill in the art based on the embodiments in this application without creative efforts belong to the scope of protection of this application.

[0031] The present invention discloses a method for simulating surface runoff and the load conditions of each pipeline during rainstorms over different years based on the SWMMH hydrodynamic model. It mainly includes collecting surveying and mapping data of the research area and local hydrometeorological data, establishing a local underground pipe network model and dividing catchment sub-areas, constructing a design hydrograph for heavy rainfall, establishing a surface water infiltration model, calculating runoff and pipeline conveyance flow, and result display.

[0032] The following will, in conjunction with the drawings, elaborate on the technical solutions provided by each embodiment of this application.

[0033] Figure 1 It is a flowchart of an embodiment of the method of this application.

[0034] An embodiment of this application proposes a method for simulating regional runoff and drainage, including the following steps:

[0035] Step 11: Divide the catchment area into multiple sub-areas, and each sub-area is connected to the corresponding position of the pipe network topology.

[0036] Preferably, the flow of any one of the catchment sub-areas directly flows into the corresponding point of the pipe network topology, or into an adjacent catchment sub-area. Eventually, each catchment sub-area is connected to the water inlet at the corresponding position in the pipe network topology.

[0037] Step 12: Determine the regional hydrograph according to the regional rainfall historical data and simulate the change of instantaneous rainfall intensity.

[0038] Preferably, set the rain peak coefficient, which is the ratio of the rain peak duration to the total rainfall duration; use the rainstorm intensity formula to simulate the rising curve of rainfall intensity before the rain peak and the falling curve of rainfall intensity after the rain peak; the rising curve and the falling curve of rainfall intensity constitute the hydrograph.

[0039] Preferably, the rainstorm intensity adopts Formula 3.

[0040] Preferably, take m = 11.591 and n = 0.902.

[0041] Step 13: Calculate the flow of each catchment sub-area using the non-linear reservoir model according to the instantaneous rainfall intensity.

[0042] Step 14. Preferably, the flow rate of each catchment sub-region is corrected by subtracting the infiltration amount. Further preferably, according to the instantaneous rainfall intensity i, the rainwater infiltration amount at any moment in each catchment sub-region is calculated by formula (5).

[0043] Step 15. Take the flow rate of each catchment sub-region as the flow rate increment at the corresponding position of the pipe network topology, and use the Saint-Venant equation to simulate and calculate the flow rate of any cross-section in the pipe network topology.

[0044] Step 16. The results show that through graphic images, the geographical graphics and flow rate data of the catchment area and sub-areas are displayed, and the graphics and flow rate data of the pipe network topology are displayed.

[0045] Preferably, the distribution of catchment water volume, flow rate along the drainage pipeline and water level is represented by colors, and the changing process of the above-mentioned various parameters over time is displayed. For example, it includes a color-coded drainage area and map of the conveying system, time series diagrams and tables, sectional line diagrams, and statistical frequency analysis, etc.

[0046] Through Steps 11 to 16, the solution of the present application realizes: division of catchment sub-regions, underground pipeline modeling, parameter setting, design of storm hydrograph, establishment of rainwater infiltration model, calculation of confluence and pipeline transportation methods, and display of output results.

[0047] The following further specifically describes the embodiments of each step:

[0048] In Step 11, it includes the process of dividing catchment sub-regions, modeling underground drainage pipelines, and setting parameters.

[0049] Figure 2 It is a sub-catchment division area map. A catchment sub-region is a surface hydrological unit that uses terrain and drainage system elements to directly direct surface runoff to a single discharge point. The user is responsible for dividing the study area into an appropriate number of sub-catchment areas and determining the outlets of the sub-catchment areas. The outlets can be nodes of the drainage system or other sub-catchment areas.

[0050] For example, according to the basic surveying and mapping data and hydro-meteorological data of a certain regional study area, a total of 120 catchment areas are divided, with the smallest area of 0.03 ha, the largest area of 2.5 ha, and the average area of 0.61 ha. The final division of catchment sub-regions is as Figure 2 shown. As shown by the dotted line in Figure 2 , each catchment sub-region is connected to the inlet at the corresponding position in the pipe network topology.

[0051] Figure 3It is a pipeline spatial topology map. When modeling the underground drainage pipeline, according to the underground pipe network surveying and mapping data provided locally, including the node elevation, pipeline cross-section shape and size, where the line thickness is proportional to the pipeline cross-section height. During the modeling process, the obvious incorrect data was appropriately corrected, and finally the pipeline spatial topology model is as Figure 3 shown as follows:

[0052] The setting of relevant parameters for the sub-catchment area involves the meaning and value-taking of each parameter such as the sub-catchment area and the pipe channel, etc., generally including: sub-catchment area identifier, catchment area, coordinates, rain gauge, outlet identifier, area, slope, permeability, each constant value.

[0053] Figure 4 It is the rainfall process line with a 2-year return period and a 2-hour duration. In step 12, the simulation design of the heavy rainfall process is realized, and the specific embodiments are described as follows:

[0054] The rainfall intensity refers to the volume of precipitation in a certain duration per unit area, with the unit of liters / (second × hectare) (L / (S×ha)). The rainfall intensity formula is obtained by fitting using the least squares method and the numerical approximation method:

[0055] I=S p (t+m) -n (1)

[0056] where S p =167A1(1+ClgP), is the rain intensity integration parameter, I is the average rain intensity, t is the rainfall duration, A1 is the rain force parameter, C is the rain force variation parameter, P is the return period (year), m is the rainfall duration correction parameter, and n is the rainfall attenuation index.

[0057] Then the total rainfall of the heavy rainfall with a duration of t d can be obtained:

[0058] H=I×t d =t d ×S p (t+m) -n (2)

[0059] From formula (2), the instantaneous rainfall intensity can be obtained:

[0060]

[0061] From formula (3), the instantaneous rainfall intensities at the pre-peak time t1 and the post-peak time t2 can be obtained, and the rain peak coefficient r is introduced. Assuming The instantaneous rainfall intensities before and after the rain peak are expressed as:

[0062]

[0063] In the formula, \(i(t_1)\) is the instantaneous rainfall intensity before the peak, \(i(t_2)\) is the instantaneous rainfall intensity after the peak, \(t_1\) and \(t_2\) are the rainfall durations relative to the peak time (the advance amount compared to the peak is \(t_1\), and the lag amount is \(t_2\)), and \(r\) is the rain peak coefficient (i.e., the ratio of the peak time duration to the total rainfall duration of the whole rainfall).

[0064] Combining formulas (1) - (4), rainfall hydrographs with different return periods and different rainfall durations can be obtained. To calculate the hydrological process in a certain area of Beijing, according to the publicly available hydrological data, for the 2-year return period, the value of \(m\) in formula (1) is taken as 11.591, and the value of \(n\) in formula (1) is taken as 0.902. Figure 4 The rainfall hydrograph for 2 hours of rainfall with a 2-year return period obtained based on the values of \(m\) and \(n\), and the value of \(r\) set according to historical data.

[0065] In step 14, a surface water infiltration model is involved. Surface water infiltration is the process by which rainfall penetrates the surface and enters the unsaturated soil area of the permeable sub-catchment area, mainly affected by environmental factors such as rainfall intensity, terrain conditions, and soil.

[0066] In the SWMMH model of this time, according to the local hydrological environment, the modified Horton model is adopted and combined with the above rainfall intensity formula (3), and we can get

[0067] \(f(t)=L\) s [E + Ma -t +f s e -ikt (5)

[0068] In the formula, \(f(t)\) is the infiltration rate at time \(t\), \(L\) s is the hydraulic conductivity, \(f\) s is the infiltration coefficient, \(k\) is the decay constant, \(E\) and \(M\) are correction values, and \(a\) is the average hygroscopicity rate.

[0069] By integrating formula (5) with respect to time, the infiltration amount during the rainfall process can be obtained, and then the runoff can be obtained by subtracting the initial loss amount and the infiltration amount from the rainfall amount.

[0070] In step 13, the flow of each sub-catchment area is calculated. The confluence process refers to the process by which the net rainwater from each part converges to the outlet section and is discharged into the urban river network and stormwater pipe network. The surface runoff simulation adopts a non-linear reservoir model, and the main calculation methods are the continuity equation and the Manning equation.

[0071] Continuity equation:

[0072]

[0073] Manning equation:

[0074]

[0075] Wherein, V = Ah is the surface water collection volume, h is the water depth, t is the time, A is the surface area, i is the rainfall intensity, Q is the flow rate, W is the basin width, n0 is the Manning roughness coefficient, hp is the surface water storage depth, and S0 is the basin slope.

[0076] By simultaneously solving the above two equations, the basin runoff curve can be obtained.

[0077] It should be noted that in step 13, according to the instantaneous rainfall intensity, the non-linear reservoir model is used to calculate the flow rate of each catchment sub-region; in step 14, the flow rate is corrected by subtracting the infiltration volume and / or other initial loss volumes for each catchment sub-region.

[0078] In step 15, the flow rate of each catchment sub-region is used as the flow rate increment at the corresponding position of the pipe network topology, and the Saint-Venant equation is used to simulate and calculate the flow rate of any cross-section in the pipe network topology.

[0079] When the runoff enters the urban rainwater pipe network, the model describes the movement of the water flow by solving the Saint-Venant equation. The Saint-Venant equation includes the continuity equation and the momentum equation.

[0080] Continuity equation:

[0081]

[0082] Momentum equation:

[0083]

[0084] Wherein, Q is the flow rate, A is the cross-sectional area of flow, B is the cross-sectional width, v is the flow velocity, g is the acceleration due to gravity, h is the water depth, t is the time, x is the distance, S f is the friction slope, S0 is the bottom slope, q t is the lateral inflow per unit length.

[0085] In the embodiments of the present application, a hydrodynamic SWMMH model of the underground drainage pipe network is established for a certain community in Beijing, and a local underground pipe network model and regional division are established according to the local hydro-meteorological data, etc.; the least squares method and the numerical approximation method are used to fit the design hydrograph of heavy rainfall; a surface water infiltration model is established according to the local geographical environment and the design hydrograph of heavy rainfall; the basin runoff curve is obtained by introducing the runoff and pipe flow calculation methods (continuity equation and Manning equation). The output results are as follows:

[0086] After setting the model parameters, under the given rainfall conditions, the model calculates the flow rate process curves of each pipe section of the entire pipe network. In this study, the runoff, water level, node overflow conditions, etc. of each catchment unit in the basin are given by taking the rainfall with a return period of 2 years as an example.

[0087] Runoff situation of each catchment unit. Figure 5 The instantaneous runoff of the sub-flow 2 hours after the start of rainfall is shown. It can be seen that the runoff is basically proportional to the catchment area because the parameter settings of each catchment unit are the same.

[0088] Liquid levels of each pipeline. Figure 6 The instantaneous liquid level values of each pipeline 2 hours after the start of rainfall are shown. Generally, the closer to the downstream, the deeper the liquid level, but there are exceptions because the liquid level is related not only to the flow rate but also to the width of the pipeline.

[0089] Figure 7 Schematic diagram of the device of the present application.

[0090] The present application also proposes a regional confluence and drainage simulation system for implementing the method described in any embodiment of the present application, including: an input module 71, a calculation module 72, and a display module 73.

[0091] The input module is used to divide the catchment area into multiple sub-areas, and each sub-area is connected to the corresponding position of the pipe network topology;

[0092] The calculation module further includes: a first module 721 for simulating the change of instantaneous rainfall intensity to generate instantaneous rainfall intensity data; a second module 722 for calculating the flow rate of each catchment sub-area according to the instantaneous rainfall intensity data, and further for calculating the infiltration amount of each catchment sub-area, and correcting the flow rate by subtracting the infiltration amount and / or other initial losses; a third module 723 for increasing the flow rate at the corresponding position of the pipe network topology according to the flow rate of the catchment sub-area, and further simulating and calculating the flow rate at each point in the pipe network topology by using the Saint-Venant equation.

[0093] The display module is used to display the geographical graphics and flow rate data of the catchment area and sub-areas, and is also used to display the graphics and flow rate data of the pipe network topology.

[0094] Those skilled in the art should understand that the embodiments of the present invention can be provided as methods, systems, or computer program products. Therefore, the present invention can take the form of a complete hardware embodiment, a complete software embodiment, or an embodiment combining software and hardware aspects. Moreover, the present invention can take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0095] Therefore, the present application also proposes a computer-readable storage medium, on which a computer program is stored, and when the program is executed by a processor, it implements the method described in any embodiment of the present application.

[0096] Further, the present application also provides an electronic device, including a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the computer program, the methods described in any embodiment of the present application are implemented.

[0097] These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing devices to generate a machine, such that the instructions executed by the processor of the computer or other programmable data processing devices generate a device for implementing the functions of the methods of the present application.

[0098] These computer program instructions can also be stored in a computer-readable memory capable of guiding the computer or other programmable data processing devices to work in a specific manner, such that the instructions stored in the computer-readable memory generate a manufactured article including an instruction device, and the instruction device implements the functions of the methods of the present application.

[0099] These computer program instructions can also be loaded onto a computer or other programmable data processing devices, such that a series of operation steps are executed on the computer or other programmable devices to generate a computer-implemented process. Thus, the instructions executed on the computer or other programmable devices provide steps for implementing the functions of the present application.

[0100] In a typical configuration, a computing device includes one or more processors (CPUs), an input / output interface, a network interface, and a memory.

[0101] The memory may include non-permanent memory in the computer-readable medium, random access memory (RAM), and / or non-volatile memory in forms such as read-only memory (ROM) or flash memory (flash RAM). The memory is an example of the computer-readable medium.

[0102] The present invention belongs to dealing with various hydrological processes of urban area runoff generation, involving model mechanisms such as simulating runoff generation and confluence in a catchment area through simulation calculations, and performing pipe network hydrodynamics simulation and water quality simulation. The Stormwater Management Model is a dynamic rainfall and runoff simulation computer program, mainly used for single-event or long-term (continuous) simulation of urban area runoff volume and water quality. The runoff component of this computer program simulates the operation on the catchment area, receives precipitation, and generates runoff and pollutant loads. The calculation part of the device of the present application can calculate the runoff passing through the system composed of pipes, channels, storage / processing facilities, pumps, and regulators. The methods and devices of the present application can track the runoff volume and water quality of each area within the simulation period composed of multiple time steps, as well as the flow rate, water depth, and water quality in each pipe and channel.

[0103] It should also be noted that the term "comprising", "including" or any other variant thereof is intended to cover non-exclusive inclusion, such that a process, method, commodity or device comprising a series of elements not only includes those elements but also includes other elements not expressly listed, or further includes elements inherent to such process, method, commodity or device. Without further limitation, an element defined by the phrase "comprising an..." does not exclude the presence of additional identical elements in the process, method, commodity or device comprising the said element.

[0104] The above are only examples of the present application and are not intended to limit the present application. For those skilled in the art, various modifications and changes can be made to the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included within the scope of the claims of the present application.

Claims

1. A method for simulating regional confluence and drainage, characterized in that It includes the following steps: Divide the catchment area into multiple sub-areas, and connect each sub-area to the corresponding position of the pipe network topology; Determine the regional rainfall hyetograph based on the historical rainfall data of the area, and simulate the change of instantaneous rainfall intensity; According to the instantaneous rainfall intensity, use the non-linear reservoir model to calculate the flow of each catchment sub-area; According to the instantaneous rainfall intensity i, calculate the rainfall infiltration volume of each catchment sub-area at any moment as: f(t) = L s [E + Ma -t + f s e -ikt where f(t) is the infiltration rate at time t, L s is the hydraulic conductivity, f s is the infiltration coefficient, k is the decay constant, E and M are correction values, and a is the average moisture absorption rate; Take the flow of each catchment sub-area as the flow increment at the corresponding position of the pipe network topology; Use the Saint-Venant equation to simulate and calculate the flow of any cross-section in the pipe network topology.

2. The regional runoff and drainage simulation method according to claim 1, characterized in that Set the rain peak coefficient, which is the ratio of the rain peak duration to the total rainfall duration; Use the storm intensity formula to simulate the rainfall intensity curve before the rain peak and the rainfall intensity curve after the rain peak; the rainfall intensity curve before the peak and the rainfall intensity curve after the peak constitute the rainfall hyetograph.

3. The regional confluence and drainage simulation method according to claim 2, wherein, The storm intensity formula is: where S p = 167A1(1 + ClgP) Where, \(i(t_1)\) is the instantaneous rainfall intensity before the peak, and \(i(t_2)\) is the instantaneous rainfall intensity after the peak; \(t_1\) and \(t_2\) are the rainfall durations at the relative peak moments, with an advance of \(t_1\) and a lag of \(t_2\) compared to the peak; \(r\) is the rain peak coefficient, which is the ratio of the peak time duration to the total rainfall duration of the whole rainfall; \(A_1\) is the rainfall force parameter, \(C\) is the rainfall force variation parameter, \(P\) is the recurrence interval in years, \(m\) is the rainfall duration correction parameter, \(n\) is the storm attenuation index, and \(S\) p is the rainfall intensity integration parameter.

4. The regional runoff and drainage simulation method according to claim 3, characterized in that Take m = 11.591 and n = 0.

902.

5. The regional confluence and drainage simulation method according to claim 1, characterized in that Correct the flow of each catchment sub-area by subtracting the infiltration volume.

6. The regional runoff and drainage simulation method according to claim 1, characterized in that The flow of any one of the catchment sub-areas directly flows into the corresponding point of the pipe network topology, or flows into another adjacent sub-area.

7. A regional confluence and drainage simulation system for implementing the method according to any one of claims 1 to 6, characterized in that, It includes: An input module, a calculation module, and a display module; The input module is used to divide the catchment area into multiple sub-areas, and connect each sub-area to the corresponding position of the pipe network topology; The calculation module further includes: The first module is used to simulate the change of instantaneous rainfall intensity and generate instantaneous rainfall intensity data; The second module is used to calculate the flow of each catchment sub-area according to the instantaneous rainfall intensity data by using the non-linear reservoir model; The third module is used to increase the flow at the corresponding position of the pipe network topology according to the flow of the catchment sub-area, and further use the Saint-Venant equation to simulate and calculate the flow of each point in the pipe network topology; The display module is used to display the geographical graphics and flow data of the catchment area and sub-areas, and is also used to display the graphics and flow data of the pipe network topology.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that, When the program is executed by the processor, it implements the method described in any one of claims 1 to 6.

9. An electronic device, comprising a memory, a processor, and a computer program stored on the memory and executable on the processor, characterized in that, When the processor executes the computer program, it implements the method described in any one of claims 1 to 6.

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