Flood control circle flood control and water environment cooperative scheduling method and system based on overflow weir

Abstract

The invention discloses a flood control circle flood control and water environment cooperative scheduling method and system based on an overflow weir, and belongs to the technical field of municipal water environment scheduling. On the basis of the river network-pipe network model, dividing the target area into at least two drainage scheduling areas in combination with the terrain information data, establishing overflow weirs between the adjacent drainage scheduling areas, and creating a scheduling scheme set; performing rainfall simulation in the target area by using the rainfall flood drainage model, and performing flood drainage simulation based on the flood control scheduling plan; and obtaining a corresponding flood prevention pre-control result, establishing a regional prevention and control standard of the flood drainage scheduling region, and performing comparative analysis on the flood prevention pre-control result and the corresponding regional prevention and control standard. According to the method, a multi-scene pipe network-river network-hydrological hydrodynamic force refined mathematical model is constructed, a more accurate water level calculation and drainage scheme is formulated, and a prevention and control scheme is arranged in advance for accurate recognition of waterlogging-prone points. The problem that it is difficult to construct a large project in an urban area with concentrated population and dense underground pipe networks is solved.

Description

Technical Field

[0001] The present invention belongs to the technical field of municipal water environment scheduling, and in particular relates to a method and system for coordinated scheduling of flood control and water environment in a flood control circle based on an overflow weir. Background Art

[0002] At present, urban central areas usually have relatively complete flood control facilities, such as embankments, drainage systems, pumping stations, etc., to cope with possible flood threats, that is, a flood control circle in the urban central area has been formed.

[0003] However, due to the influence of the terrain and environment, some areas are prone to high water siege and obstruction of water discharge in flood years, which endangers the normal operation of the city. At present, the urban drainage system is an engineering facility system for treating and draining urban sewage and rainwater. It is the first barrier for the city to effectively prevent flood disasters. It mainly includes urban rivers, municipal drainage pipelines, drainage pumping stations, etc. However, it is very difficult to build large-scale projects in urban areas with concentrated populations and dense underground pipelines. Non-engineering measures such as forecasting, prediction, and optimized scheduling are more applicable. Therefore, it is necessary to formulate a new drainage strategy based on the refined hydrological and hydrodynamic mathematical model of pipeline network-river network coupling according to the original engineering conditions and water conditions.

[0004] In addition, most of the current drainage scheduling plans only consider the drainage capacity of the river network and the water withdrawal process, ignoring the impact of the drainage process on the water environment. At present, reports have shown that COD, ammonia nitrogen, and SS in urban rivers increase significantly after urban flooding. At present, the scheduling department usually excessively lowers the water level of the river network to ensure drainage, but this not only causes a waste of water resources, but also brings corresponding difficulties to the subsequent river network water environment management. Summary of the invention

[0005] In order to solve the technical problems existing in the above-mentioned background technology, the present invention provides a method and system for coordinated scheduling of flood control and water environment in a flood control circle based on an overflow weir.

[0006] The present invention adopts the following technical solution: a method for coordinated dispatching of flood control and water environment in a flood control circle based on an overflow weir, comprising the following steps: Acquire terrain information data and pipe network information data of the urban area, and determine the flood control encirclement of the urban area; construct a hydrological model and a river network-pipe network model based on the terrain information data and pipe network information data; Based on the river network-pipeline network model, the target area is divided into at least two drainage scheduling areas in combination with terrain information data, and an overflow weir is established between adjacent drainage scheduling areas; Creating a scheduling scheme set, the scheduling scheme set is used to store flood control scheduling plans for the drainage scheduling area; the flood control scheduling plan at least includes: initial water level setting of the drainage scheduling area and external discharge flow setting of the pump station; Construct a rainfall flood drainage model, use the rainfall flood drainage model to simulate rainfall in the target area, and perform flood drainage simulation based on the flood control scheduling plan; after the simulation is completed, obtain the corresponding flood control pre-control results, establish the regional prevention and control standards for the drainage scheduling area, and compare and analyze the flood control pre-control results with the corresponding regional prevention and control standards: If the result obtained from the analysis is that the pre-control effect is not good, the corresponding flood control scheduling plan is revised and the scheduling plan set is updated; if the result obtained from the analysis is that the pre-control effect is good, the flood control pre-control result should be subject to the water environment scheduling conditions.

[0007] In a further embodiment, the construction process of the hydrological model is as follows: The river network in the urban area is generalized into a rectangular area, and the continuity equation of the river network is constructed: ; In the formula, , is the surface water volume, For water depth, is the sub-basin area, is the net rainfall, is the outflow; ,in, is the sub-basin overland flow width, is the roughness coefficient, The depth of surface water storage. is the sub-basin width; For each time step, the water depth is solved using the following nonlinear partial differential equation: : ; in, represents the flow calculation parameters, .

[0008] In a further embodiment, the construction process of the river network-pipeline network model is as follows: For a static pipe network, the following mass conservation and momentum conservation equations are used: ; In the formula, is the cross-sectional area of ​​the pipe, is the pipeline flow rate, t represents time, for Axial, is the acceleration due to gravity, is the angle between the bottom of the pipe and the horizontal plane, d is the water depth, is the pipe slope, is the coefficient; For dynamic pipe networks, the following mass conservation and momentum conservation equations are used: ; If the static pipe network or dynamic pipe network is a permeable pipe network, the permeable medium control equation is introduced accordingly: ; In the formula, is the porosity, For lateral confluence, is the permeate flow rate, is the permeability coefficient, is the cross-sectional area of ​​the permeable medium, is the hydraulic gradient.

[0009] In a further embodiment, the process of dividing the drainage scheduling area is as follows: Determine low-lying areas from terrain information data, divide the target area into low-lying areas and other areas, and define the low-lying areas as drainage scheduling areas ; Follow these steps for other regions: Get the pump station information in other areas, the pump station information includes: pump station number in the area , and pumping stations The peak period of inflow process in the area is long , the adjustable water storage rate in the region , water storage depth in the area , then the drainage modulus of the pump station It can be calculated as: ; In the formula, Peak Flood discharge during the period; Get the total floor area of ​​other areas , the comprehensive drainage modulus of the target area is calculated using the following formula: : ; In the formula, For pumping station drainage area; like If it is within the drainage modulus threshold range, there is no need to divide other areas. The drainage dispatch area includes: and other areas; like If it is not within the drainage modulus threshold range, other areas are divided to obtain The drainage dispatching area includes: and sub-regions, is an integer greater than 1.

[0010] In a further embodiment, the construction process of the rainfall flood discharge model is as follows: Preset rainfall sequence , and the initial water level sequence of the drainage dispatch area and the pump station discharge flow sequence , then the flood control dispatch plan It is expressed as: ,in, , is the rainfall of sequence s, , For sequence The initial water level, , For sequence The discharge flow of the pump station, Indicates permutations and combinations; For the drainage dispatch area, , , ; In advance After configuring the drainage dispatch area in the form of a combination of The rainfall simulation is performed in the sequence of , entering the flood discharge stage; During the flood discharge phase, The sequence of flood discharge is .

[0011] In a further embodiment, the process of obtaining the flood prevention pre-control result is as follows: Flood discharge time The maximum water depth is calculated using the hydrological model. Water level after flood discharge , wherein the water level after flood discharge is It is expressed as: , Represents permutations and combinations, It indicates the drainage dispatch area In rainfall of The initial water level is The discharge flow rate of the pump station is The highest water level obtained after simulation.

[0012] In a further embodiment, the regional control standards include: pre-set post-flooding water level standards And the corresponding optimal pump station discharge flow , Indicates the drainage dispatch area; The analysis process of the pre-control effect is as follows: If the water level after flood discharge If at least one of the following relationships does not satisfy the external discharge flow of the corresponding pump station, it means that the pre-control effect obtained by analysis is not good, and the initial water level should be lowered: Updated to , , The external discharge flow of the pump station selected after the flood control dispatch plan is updated. ; ; On the contrary, it means the pre-control effect is good.

[0013] In a further embodiment, the The criteria for dividing the sub-regions are as follows: Get the floor area of ​​each sub-region , and determine the pumping stations in each sub-area , The sub-areas should satisfy the following formula relationship: and It is within the range of the flood drainage modulus threshold. In a further embodiment, the water environment dispatching condition is represented by: there is a water level difference between the water levels after flood discharge in adjacent flood drainage dispatching areas, and the water levels are kept unobstructed by the overflow weir.

[0014] The flood control circle flood prevention and water environment coordinated scheduling system based on overflow weir is used to implement the flood control circle flood prevention and water environment coordinated scheduling method as described above, including: The first module is configured to obtain terrain information data and pipe network information data of the urban area and determine the flood control encirclement of the urban area; and construct a hydrological model and a river network-pipe network model based on the terrain information data and pipe network information data; The second module is configured to divide the target area into at least two drainage scheduling areas based on the river network-pipeline network model and terrain information data, and to establish an overflow weir between adjacent drainage scheduling areas; The third module is configured to create a scheduling scheme set, wherein the scheduling scheme set is used to store a flood control scheduling plan for a drainage scheduling area; the flood control scheduling plan at least includes: an initial water level setting for the drainage scheduling area and an external discharge flow setting for a pump station; The fourth module is configured to construct a rainfall flood drainage model, use the rainfall flood drainage model to simulate rainfall in the target area, and perform flood drainage simulation based on the flood control scheduling plan; after the simulation is completed, the corresponding flood control pre-control results are obtained, the regional prevention and control standards of the drainage scheduling area are established, and the flood control pre-control results are compared and analyzed with the corresponding regional prevention and control standards: If the result obtained from the analysis is that the pre-control effect is not good, the corresponding flood control scheduling plan is revised and the scheduling plan set is updated; if the result obtained from the analysis is that the pre-control effect is good, the flood control pre-control result should be subject to the water environment scheduling conditions.

[0015] Beneficial effects of the invention: Based on the topography and geomorphology of the plain river network area, the river system pattern, and the current flood control and drainage engineering system, the invention relies on the synchronous prototype observation of the river network water level, flow, water quality, and flow state to construct a multi-scenario pipe network-river network-hydrology and hydrodynamics refined mathematical model, which can formulate more accurate water level calculation and drainage plans, accurately identify flood-prone points, and arrange prevention and control plans in advance. It overcomes the problem that it is difficult to build large-scale projects in urban areas with concentrated populations and dense underground pipe networks.

[0016] The present invention ensures drainage by lowering the water level in advance and at the same time constrains the water environment scheduling conditions to ensure the basic needs of water environment management and solve the current problem of difficulty in effectively balancing drainage and water environment. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 It is a flow chart of the coordinated dispatching method of flood control and water environment in the flood control circle based on overflow weir. DETAILED DESCRIPTION

[0018] The present invention will be further described below in conjunction with the accompanying drawings and embodiments.

[0019] Example 1 This embodiment takes Suzhou, a typical plain river network city in southern Jiangsu, as an example to develop a multi-scenario scheduling model, simulate typical scenario rain and flood discharge processes under new drainage situations, formulate an optimized scheduling scheme set, and propose corresponding collaborative scheduling strategies. The specific disclosure content is as follows: Acquire terrain information data and pipe network information data of the urban area, and determine the flood control encirclement of the urban area; construct a hydrological model and a river network-pipe network model based on the terrain information data and pipe network information data; Based on the river network-pipeline network model, the target area is divided into at least two drainage scheduling areas in combination with terrain information data, and an overflow weir is established between adjacent drainage scheduling areas; Creating a scheduling scheme set, the scheduling scheme set is used to store flood control scheduling plans for the drainage scheduling area; the flood control scheduling plan at least includes: initial water level setting of the drainage scheduling area and external discharge flow setting of the pump station; Construct a rainfall flood drainage model, use the rainfall flood drainage model to simulate rainfall in the target area, and perform flood drainage simulation based on the flood control scheduling plan; after the simulation is completed, obtain the corresponding flood control pre-control results, establish the regional prevention and control standards for the drainage scheduling area, and compare and analyze the flood control pre-control results with the corresponding regional prevention and control standards: If the result obtained from the analysis is that the pre-control effect is not good, the corresponding flood control scheduling plan is revised and the scheduling plan set is updated; if the result obtained from the analysis is that the pre-control effect is good, the flood control pre-control result should be subject to the water environment scheduling conditions.

[0020] According to the discretization modeling rules, based on the topography of Suzhou's main urban area, river systems, underground pipelines, water conservancy projects, and engineering scheduling rules, a Suzhou urban area encirclement-urban area flood control and drainage joint scheduling model with hydrological model and river network-pipeline network model as the core is constructed. Furthermore, the construction process of the hydrological model is as follows: The river network in the urban area is generalized into a rectangular area, and the continuity equation of the river network is constructed: ; In the formula, , is the surface water volume, For water depth, is the sub-basin area, is the net rainfall, is the outflow; ,in, is the sub-basin overland flow width, is the roughness coefficient, The depth of surface water storage. is the sub-basin width; For each time step, the water depth is solved using the following nonlinear partial differential equation: : ; in, represents the flow calculation parameters, .

[0021] Considering the relatively mature river network and pipe network pre-laid in the city, the construction process of the river network-pipe network model of this embodiment is as follows: The following mass conservation and momentum conservation equations are used for the static pipe network. It is worth mentioning that the static pipe network in this embodiment is a fixed pipe network and there is no switch control: ; In the formula, is the cross-sectional area of ​​the pipe, is the pipeline flow rate, t represents time, for Axial, is the acceleration due to gravity, is the angle between the bottom of the pipe and the horizontal plane, d is the water depth, is the pipe slope, is the coefficient; For dynamic pipe networks, the following mass conservation and momentum conservation equations are used. The corresponding dynamic pipe network, that is, the flow rate is controllable, such as simulating pressurized pipes such as risers or inverted siphons. Therefore, the expression is as follows: ; If the static pipe network or dynamic pipe network is a permeable pipe network, the permeable medium control equation is introduced accordingly: ; In the formula, is the porosity, For lateral confluence, is the permeate flow rate, is the permeability coefficient, is the cross-sectional area of ​​the permeable medium, is the hydraulic gradient.

[0022] Therefore, the hydrological model and river network-pipeline network model mentioned above are used to achieve high-precision simulation of the urban area, so as to obtain a more accurate water level in the following text, achieve better scenario prediction, and improve the scientific nature of prevention and control.

[0023] In another embodiment, the process of dividing the drainage scheduling area is as follows: Determine low-lying areas from terrain information data, divide the target area into low-lying areas and other areas, and define the low-lying areas as drainage scheduling areas ; Follow these steps for other regions: Get the pump station information in other areas, the pump station information includes: pump station number in the area , and pumping stations The peak period of inflow process in the area is long , the adjustable water storage rate in the region , water storage depth in the area , then the drainage modulus of the pump station It can be calculated as: ; In the formula, Peak Flood discharge during the period; Get the total floor area of ​​other areas , the comprehensive drainage modulus of the target area is calculated using the following formula: : ; In the formula, For pumping station drainage area; like If it is within the drainage modulus threshold range, there is no need to divide other areas. The drainage dispatch area includes: and other areas; like If it is not within the drainage modulus threshold range, other areas are divided to obtain The drainage dispatching area includes: and sub-regions, is an integer greater than 1.

[0024] Furthermore, The criteria for dividing the sub-regions are as follows: Get the floor area of ​​each sub-region , and determine the pumping stations in each sub-area , The sub-areas should satisfy the following formula relationship: and It is within the drainage modulus threshold range. In other words, the division is based on equal drainage moduli.

[0025] In other words, by Numerical calculations are performed to determine the number and location of drainage areas to ensure the necessity of drainage area division, and to determine the location and number of overflow weirs.

[0026] In a further embodiment, the rainfall sequence is pre-set , and the initial water level sequence of the drainage dispatch area and the pump station discharge flow sequence , then the flood control dispatch plan It is expressed as: ,in, , is the rainfall of sequence s, , For sequence The initial water level, , For sequence The discharge flow of the pump station, Indicates permutations and combinations; For the drainage dispatch area, , , ; In advance After configuring the drainage dispatch area in the form of a combination of The rainfall simulation is performed in the sequence of , entering the flood discharge stage; During the flood discharge phase, The sequence of flood discharge is .

[0027] Taking Suzhou as an example, when formulating the plan, the duration of rainfall simulation is planned. , rainfall series: , that is, s=4.

[0028] Combining different initial water levels, expressed as: ,Right now In other words, rainfall is used to simulate actual rainfall, which can be obtained in advance through weather forecasts. The initial water level indicates the current water level in the corresponding drainage area. The current water level is used as the initial condition for the simulation. If the simulation effect is not good, drainage is required for prevention and control before the actual rain.

[0029] The external discharge flow of the Suzhou Daweiwei boundary external discharge pump station is divided into: .Right now .

[0030] According to the control water level requirements of Suzhou (2.7m≤Xiaomidu Bridge Station≤3.0m, 2.7m≤Huanchenghebei Station≤3.3m), the initial water level of the model is 2.7m at Xiaomidu Bridge Station and Huanchenghebei Station, and increases by 10cm successively until Xiaomidu Bridge Station and Huanchenghebei Station reach the control water level. The corresponding flood control dispatch plan See Table 1.

[0031] Table 1 Flood control dispatch plan Therefore, the preferred initial water level sequence is In , Pump station discharge flow sequence In And the rainfall series In They all increase in arithmetic progression.

[0032] In a further embodiment, the process of obtaining the flood prevention pre-control result is as follows: Flood discharge time The maximum water depth is calculated using the hydrological model. Water level after flood discharge , wherein the water level after flood discharge is It is expressed as: , Represents permutations and combinations, It indicates the drainage dispatch area In rainfall of The initial water level is The discharge flow rate of the pump station is The highest water level obtained after simulation.

[0033] Combined with the above examples, the water level after flood discharge , further expressed as: 1) The initial water level in a drainage area is 2.8m. Some examples are as follows: ① When the rainfall is 20mm~30mm in 1 hour, the external discharge flow reaches 50m 3 / s; ② When the rainfall is 50mm in 1 hour, the external discharge flow reaches 100m 3 / s, ③ When the rainfall is 100mm in 1 hour, the external discharge flow reaches 300m 3 / s.

[0034] 2) The initial water level of a drainage area is 3.0m. Some examples are as follows: ① When the rainfall is 20 mm per hour, the external discharge volume reaches 150 m 3 / s; ② When the rainfall is 30 mm in 1 hour, the external discharge volume reaches 200 m 3 / s; ③ When the rainfall is 50 mm in 1 hour, the external discharge volume reaches 250 m 3 / s; ④ When the rainfall is 100mm in 1 hour, the external discharge flow reaches 30m 3 / s.

[0035] Based on the above simulation conditions, the maximum water depth is calculated using the hydrological model. , based on the maximum water depth The following process is used to obtain flood control results: Flood discharge time The maximum water depth is calculated using the hydrological model. Water level after flood discharge , wherein the water level after flood discharge is It is expressed as: , Represents permutations and combinations, It indicates the drainage dispatch area In rainfall of The initial water level is The discharge flow rate of the pump station is The highest water level obtained after simulation.

[0036] The regional control standards include: pre-set post-flood discharge water level standards And the corresponding optimal pump station discharge flow , Indicates the drainage dispatch area; The analysis process of the pre-control effect is as follows: If the water level after flood discharge If at least one of the following relationships does not satisfy the external discharge flow of the corresponding pump station, it means that the pre-control effect obtained by analysis is not good, and the initial water level should be lowered: Updated to , , The external discharge flow of the pump station selected after the flood control dispatch plan is updated. ; ; On the contrary, it means the pre-control effect is good.

[0037] Based on the above examples, the following description is provided: 1) The initial water level in a drainage area is 2.8m. The corresponding post-drainage water level standard for this area is , optimal pump station discharge flow : ① When the rainfall is 20mm~30mm in 1 hour, the external discharge flow reaches , after calculation, the water level after flood discharge is 2.8m, that is , if it meets the pre-control standard, it means that the pre-control effect is good; ② When the rainfall is 50 mm in 1 hour, the discharge flow reaches 100 m 3 / s, the water level after flood discharge is calculated to be 2.9m, that is , if it meets the pre-control standard, it means that the pre-control effect is good; ③ When the rainfall is 100mm in 1 hour, the external discharge flow reaches 300m 3 / s, the water level after flood discharge is calculated to be 3.2m, that is , which does not meet the pre-control standards, means that the pre-control effect is not good, and the initial water level of a drainage area needs to be lowered to 2.7m or even lower in advance. This can be repeated to obtain a reasonable initial water level.

[0038] 2) The initial water level of a drainage area is 3.0m. The corresponding post-drainage water level standard for this area is , optimal pump station discharge flow : ① When the rainfall is 20 mm per hour, the external discharge volume reaches 150 m 3 / s, the water level after flood discharge is calculated to be 2.7m, that is , if it meets the pre-control standard, it means that the pre-control effect is good; ② When the rainfall is 30 mm per hour, the external discharge volume reaches 200 m 3 / s, the water level after flood discharge is calculated to be 2.9m, that is , if it meets the pre-control standard, it means that the pre-control effect is good; ③ When the rainfall is 50 mm in 1 hour, the external discharge volume reaches 250 m 3 / s, the water level after flood discharge is calculated to be 3.1m, that is , which does not meet the pre-control standards, indicating that the pre-control effect is not good; the initial water level needs to be lowered, and the initial water level of a drainage area is reduced from 3.0m to 2.9m to drain water in advance.

[0039] ④ When the rainfall is 100mm in 1 hour, the external discharge flow reaches 300m 3 / s, the water level after flood discharge is calculated to be 3.2m, that is , does not meet the pre-control standards, which means that the pre-control effect is not good; the initial water level needs to be lowered, and the initial water level of a drainage area is reduced from 3.0m to 2.9m or even lower, and drainage is carried out in advance.

[0040] In another embodiment, the water environment dispatching condition is expressed as: there is a water level difference between the water levels after flood discharge in adjacent flood discharge dispatching areas, and the water level is kept unobstructed by the overflow weir. For example, the starting and draining level of the outer drainage pump station on the northern line of Suzhou Daweiwei is 2.8m, and the closing water level is 2.8m; the starting and draining level of the outer drainage pump station on the southern line is 2.8m, and the closing water level is 2.7m.

[0041] Example 2 The flood control circle flood prevention and water environment coordinated scheduling system based on overflow weir is used to realize the above-mentioned flood control circle flood prevention and water environment coordinated scheduling method, including: The first module is configured to obtain terrain information data and pipe network information data of the urban area and determine the flood control encirclement of the urban area; and construct a hydrological model and a river network-pipe network model based on the terrain information data and pipe network information data; The second module is configured to divide the target area into at least two drainage scheduling areas based on the river network-pipeline network model and terrain information data, and to establish an overflow weir between adjacent drainage scheduling areas; The third module is configured to create a scheduling scheme set, wherein the scheduling scheme set is used to store a flood control scheduling plan for a drainage scheduling area; the flood control scheduling plan at least includes: an initial water level setting for the drainage scheduling area and an external discharge flow setting for a pump station; The fourth module is configured to construct a rainfall flood drainage model, use the rainfall flood drainage model to simulate rainfall in the target area, and perform flood drainage simulation based on the flood control scheduling plan; after the simulation is completed, the corresponding flood control pre-control results are obtained, the regional prevention and control standards of the drainage scheduling area are established, and the flood control pre-control results are compared and analyzed with the corresponding regional prevention and control standards: If the result obtained from the analysis is that the pre-control effect is not good, the corresponding flood control scheduling plan is revised and the scheduling plan set is updated; if the result obtained from the analysis is that the pre-control effect is good, the flood control pre-control result should be subject to the water environment scheduling conditions.

Claims

1. A method for coordinated dispatching of flood control and water environment in a flood control circle based on overflow weir, characterized in that: The following steps are involved: Acquire terrain information data and pipe network information data of the urban area, and determine the flood control encirclement of the urban area; construct a hydrological model and a river network-pipe network model based on the terrain information data and pipe network information data; Based on the river network-pipeline network model, the target area is divided into at least two drainage scheduling areas in combination with terrain information data, and an overflow weir is established between adjacent drainage scheduling areas; Creating a scheduling scheme set, wherein the scheduling scheme set is used to store flood control scheduling plans for a drainage scheduling area; The flood control dispatch plan at least includes: the initial water level setting of the drainage dispatch area and the external discharge flow setting of the pump station; Construct a rainfall flood drainage model, use the rainfall flood drainage model to simulate rainfall in the target area, and perform flood drainage simulation based on the flood control scheduling plan; after the simulation is completed, obtain the corresponding flood control pre-control results, establish the regional prevention and control standards for the drainage scheduling area, and compare and analyze the flood control pre-control results with the corresponding regional prevention and control standards: If the result obtained from the analysis is that the pre-control effect is not good, the corresponding flood control scheduling plan is revised and the scheduling plan set is updated; if the result obtained from the analysis is that the pre-control effect is good, the flood control pre-control result should be subject to the water environment scheduling conditions.

2. The method for coordinated dispatching of flood control and water environment in flood control circle based on overflow weir according to claim 1 is characterized in that: The construction process of the hydrological model is as follows: The river network in the urban area is generalized into a rectangular area, and the continuity equation of the river network is constructed: ； In the formula, , is the surface water volume, For water depth, is the sub-basin area, is the net rainfall, is the outflow; ,in, is the sub-basin overland flow width, is the roughness coefficient, The depth of surface water storage. is the subbasin width; For each time step, the water depth is solved using the following nonlinear partial differential equation: : ； in, represents the flow calculation parameters, .

3. The method for coordinated dispatching of flood control and water environment in flood control circle based on overflow weir according to claim 1 is characterized in that: The construction process of the river network-pipeline network model is as follows: For a static pipe network, the following mass conservation and momentum conservation equations are used: ； In the formula, is the cross-sectional area of ​​the pipe, is the pipeline flow rate, t represents time, for Axial, is the acceleration due to gravity, is the angle between the bottom of the pipe and the horizontal plane, d is the water depth, is the pipeline slope, is the coefficient; For dynamic pipe networks, the following mass conservation and momentum conservation equations are used: ； If the static pipe network or dynamic pipe network is a permeable pipe network, the permeable medium control equation is introduced accordingly: ； In the formula, is the porosity, For lateral confluence, is the permeate flow rate, is the permeability coefficient, is the cross-sectional area of ​​the permeable medium, is the hydraulic gradient.

4. The method for coordinated dispatching of flood control and water environment in flood control circle based on overflow weir according to claim 1 is characterized in that: The division process of the drainage scheduling area is as follows: Determine low-lying areas from terrain information data, divide the target area into low-lying areas and other areas, and define the low-lying areas as drainage scheduling areas ; Follow these steps for other regions: Get the pump station information in other areas, the pump station information includes: pump station number in the area , and pumping stations The peak period of inflow process in the area is long , the adjustable water storage rate in the region , water storage depth in the area , then the drainage modulus of the pump station It can be calculated as: ; In the formula, Peak Flood discharge during the period; Get the total floor area of ​​other areas , the comprehensive drainage modulus of the target area is calculated using the following formula: : ; In the formula, For pumping station drainage area; like If it is within the drainage modulus threshold range, there is no need to divide other areas. The drainage dispatch area includes: and other areas; like If it is not within the drainage modulus threshold range, other areas are divided to obtain sub-regions, The drainage dispatch area includes: and sub-regions, is an integer greater than 1.

5. The method for coordinated dispatching of flood control and water environment in flood control circle based on overflow weir according to claim 1 is characterized in that: The construction process of the rainfall flood discharge model is as follows: Preset rainfall sequence , and the initial water level sequence of the drainage dispatch area and the pump station discharge flow sequence , then the flood control dispatch plan It is expressed as: ,in, , is the rainfall of sequence s, , For sequence The initial water level, , For sequence The discharge flow of the pump station, Indicates permutations and combinations; For the drainage dispatch area, , , ; In advance After configuring the drainage dispatch area in the form of a combination of The rainfall simulation is performed in the sequence of , entering the flood discharge stage; During the flood discharge phase, The sequence of flood discharge is .

6. The method for coordinated dispatching of flood control and water environment in flood control circle based on overflow weir according to claim 1 is characterized in that: The process of obtaining the flood control pre-control results is as follows: Flood discharge time The maximum water depth is calculated using the hydrological model. Water level after flood discharge , wherein the water level after flood discharge is It is expressed as: , Represents permutations and combinations, It indicates the drainage dispatch area In rainfall of The initial water level is The discharge flow rate of the pump station is The highest water level obtained after simulation.

7. The method for coordinated dispatching of flood control and water environment in flood control circle based on overflow weir according to claim 6 is characterized in that: The regional control standards include: pre-set post-flood discharge water level standards And the corresponding optimal pump station discharge flow , Indicates the drainage dispatch area; The analysis process of the pre-control effect is as follows: If the water level after flood discharge If at least one of the following relationships does not satisfy the external discharge flow of the corresponding pump station, it means that the pre-control effect obtained by analysis is not good, and the initial water level should be lowered: Updated to , , The external discharge flow of the pump station selected after the flood control dispatch plan is updated. ; ； On the contrary, it means the pre-control effect is good.

8. The method for coordinated dispatching of flood control and water environment in flood control circle based on overflow weir according to claim 4 is characterized in that: Said The criteria for dividing the sub-regions are as follows: Get the floor area of ​​each sub-region , and determine the pumping stations in each sub-area , The sub-areas should satisfy the following formula relationship: and It is within the drainage modulus threshold range.

9. The method for coordinated dispatching of flood control and water environment in flood control circle based on overflow weir according to claim 7 is characterized in that: The water environment dispatching condition is expressed as follows: there is a water level difference between the water levels after flood discharge in adjacent drainage dispatching areas, and the water levels are kept unobstructed through the overflow weir.

10. A flood control circle flood prevention and water environment coordinated scheduling system based on overflow weir, used to implement the flood control circle flood prevention and water environment coordinated scheduling method as claimed in any one of claims 1 to 9, characterized in that: include: The first module is configured to obtain terrain information data and pipe network information data of the urban area and determine the flood control encirclement of the urban area; Constructing a hydrological model and a river network-pipeline network model based on the terrain information data and the pipe network information data; The second module is configured to divide the target area into at least two drainage scheduling areas based on the river network-pipeline network model and terrain information data, and to establish an overflow weir between adjacent drainage scheduling areas; The third module is configured to create a scheduling scheme set, wherein the scheduling scheme set is used to store flood control scheduling plans for drainage scheduling areas; The flood control dispatch plan at least includes: the initial water level setting of the drainage dispatch area and the external discharge flow setting of the pump station; The fourth module is configured to construct a rainfall flood drainage model, use the rainfall flood drainage model to simulate rainfall in the target area, and perform flood drainage simulation based on the flood control scheduling plan; after the simulation is completed, the corresponding flood control pre-control results are obtained, the regional prevention and control standards of the drainage scheduling area are established, and the flood control pre-control results are compared and analyzed with the corresponding regional prevention and control standards: If the result obtained from the analysis is that the pre-control effect is not good, the corresponding flood control scheduling plan is revised and the scheduling plan set is updated; if the result obtained from the analysis is that the pre-control effect is good, the flood control pre-control result should be subject to the water environment scheduling conditions.

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