Method and System for Cooperative Regulation of Flood Control and Water Environment of Flood Control Circle Based on Overflow Weir

Abstract

The present invention 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, and belongs to the technical field of municipal water environment scheduling. 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, an overflow weir is established between adjacent drainage scheduling areas, and a scheduling scheme set is created; rainfall simulation is performed in the target area using a rainfall and flood drainage model, and flood drainage simulation is performed based on a flood control scheduling plan; the corresponding flood control pre-control results are obtained, and regional prevention and control standards for 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. The present invention constructs a multi-scenario pipe network-river network-hydrological and hydrodynamic refined mathematical model, formulates a more accurate water level calculation and drainage scheme, and accurately identifies flood-prone points and arranges prevention and control schemes in advance. It overcomes the problem that it is very difficult to construct large-scale projects in urban areas with concentrated populations and dense underground pipe networks.

Description

Technical Field

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

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

[0003] However, due to the influence of the terrain environment in some areas, in years of major floods, it is easy to form a situation of being surrounded by high water and blocked drainage of waterlogging, endangering the normal operation of the city. At present, the urban drainage system is an engineering facility system for treating and discharging urban sewage and rainwater, and is the first line of defense for the city to effectively prevent flood disasters, mainly including urban rivers, municipal drainage pipelines, drainage pumping stations, etc. However, it is more difficult to build large-scale projects in urban areas with concentrated population and dense underground pipe networks, and non-engineering measures such as forecasting and optimization scheduling are more applicable. Therefore, it is necessary to formulate a new waterlogging drainage strategy based on a refined mathematical model of hydrology and hydrodynamic coupling of pipe networks and river networks according to the original engineering conditions and water conditions.

[0004] In addition, at present, most of the waterlogging drainage scheduling schemes only consider the waterlogging drainage capacity of the river network and the water recession process, ignoring the impact of the waterlogging drainage process on the water environment. Currently, there are reports indicating that the COD, ammonia nitrogen, and SS in urban rivers increase significantly after urban waterlogging. At present, the dispatching department usually reduces the river network water level excessively to ensure waterlogging drainage, but on the one hand, this causes waste of water resources, and on the other hand, it also brings corresponding difficulties to the subsequent treatment of the river network water environment. Summary of the Invention

[0005] The present invention provides a method and system for collaborative scheduling of flood control and water environment of a flood control circle based on a weir to solve the technical problems existing in the above background art.

[0006] The present invention adopts the following technical solutions: A method for collaborative scheduling of flood control and water environment of a flood control circle based on a weir includes the following steps:

[0007] Obtain the terrain information data and pipe network information data of the urban area, and determine the flood control perimeter 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;

[0008] Based on the river network-pipe network model, divide the target area into at least two waterlogging drainage scheduling areas in combination with the terrain information data, and establish a weir between adjacent waterlogging drainage scheduling areas;

[0009] Create a set of scheduling plans, which is used to store the flood control scheduling plans for the drainage scheduling area; the flood control scheduling plans at least include: the initial water level setting of the drainage scheduling area and the external drainage flow setting of the pumping station.

[0010] Construct a rainfall flood discharge model, use the rainfall flood discharge model to conduct rainfall simulation in the target area, and conduct flood discharge simulation based on the flood control scheduling plan; after the simulation is completed, obtain the corresponding flood control pre-control result, establish the regional prevention and control standard for the drainage scheduling area, and compare and analyze the flood control pre-control result with the corresponding regional prevention and control standard:

[0011] If the analyzed effect is that the pre-control effect is not good, then correct the corresponding flood control scheduling plan and update the set of scheduling plans; if the analyzed effect is that the pre-control effect is good, then the flood control pre-control result should be subject to the water environment scheduling conditions.

[0012] In a further embodiment, the construction process of the hydrological model is as follows:

[0013] Generalize the river network in the urban area into rectangular areas, and construct the continuity equation of the river network:

[0014] ;

[0015] In the formula, , is the surface water accumulation volume, is the water depth, is the sub-basin area, is the net rainfall amount, is the outflow; , where, is the sub-basin overland flow width, is the roughness coefficient, is the surface storage water depth, is the sub-basin width;

[0016] For each time step, use the following non-linear partial differential equation to solve the water depth :

[0017] ;

[0018] Among them, represents the flow routing parameter, .

[0019] In a further embodiment, the construction process of the river network-pipeline network model is as follows:

[0020] For the static pipeline network, use the following mass conservation and momentum conservation equations:

[0021] ;

[0022] In the formula, is the cross-sectional area of the pipeline, is the pipeline flow rate, t represents time, is axial, is the acceleration due to gravity, is the angle between the bottom of the pipeline and the horizontal plane, d is the water depth, is the pipeline slope, is the coefficient;

[0023] For a dynamic pipe network, the following mass conservation and momentum conservation equations are adopted:

[0024] ;

[0025] If the static pipe network or the dynamic pipe network is a permeable pipe network, the corresponding control equation for the permeable medium is introduced:

[0026] ;

[0027] In the formula, is the porosity, is the lateral confluence, is the seepage flow rate, is the permeability coefficient, is the cross-sectional area of the permeable medium, is the hydraulic gradient.

[0028] In a further embodiment, the division process of the flood drainage scheduling area is as follows:

[0029] Determine the low-lying areas from the terrain information data, divide the target area into low-lying areas and other areas, and define the low-lying areas as the flood drainage scheduling areas ; For other areas, the following steps are performed:

[0030] Obtain the pump station information in other areas, and the pump station information includes: the pump station numbers in the area and the peak period length of the inflow process in the area where the pump station is located, the adjustable storage water surface rate in the area the water storage depth in the area then the flood drainage modulus of the pump station can be calculated as:

[0031] ; In the formula, is the peak flood discharge flow rate during the period;

[0032] Obtain the total floor area of other areas , the comprehensive drainage modulus of the target area is calculated using the following formula :

[0033] ; where is the drainage area of the pumping station .

[0034] If is within the range of the drainage modulus threshold, there is no need to divide other areas, and the flood drainage scheduling area includes: the flood drainage scheduling area and other areas;

[0035] If is not within the range of the drainage modulus threshold, other areas are divided to obtain sub-areas, and the flood drainage scheduling area includes: the flood drainage scheduling area and sub-areas, is an integer greater than 1.

[0036] In a further embodiment, the construction process of the rainfall flood drainage model is as follows:

[0037] A rainfall amount sequence , the initial water level sequence of the flood drainage scheduling area and the external drainage flow sequence of the pumping station are preset, then the flood control scheduling plan is expressed as: , where , is the rainfall amount of sequence s, , is the initial water level of sequence , , is the external drainage flow of the pumping station of sequence , represents permutation and combination; is the flood drainage scheduling area, , , ;

[0038] After presetting the configuration of the flood drainage scheduling area in the combination form of , rainfall simulation is carried out in sequence according to the sequence of , and the duration of each rainfall simulation is , entering the flood drainage stage;

[0039] In the flood drainage stage, flood drainage is carried out in sequence according to the sequence of , and the waiting flood drainage duration is .

[0040] In a further embodiment, the process for obtaining the flood control pre-control result is as follows:

[0041] After the flood discharge duration of flood discharge treatment, the highest water depth is calculated using a hydrological model, that is, the water level after flood discharge , where the water level after flood discharge is expressed as:

[0042] , represents permutation and combination, and represents the flood drainage scheduling area at a rainfall of , an initial water level of and a pump station external discharge flow of

[0043] simulated to obtain the highest water level. and the corresponding optimal pump station external discharge flow , represents the flood drainage scheduling area;

[0044] The analysis process of the pre-control effect is as follows:

[0045] If at least one of the water level after flood discharge and the selected pump station external discharge flow does not meet the following relationship, it indicates that the pre-control effect is not good, and the initial water level should be lowered: Updated to , , is the pump station external discharge flow selected after the update of the flood control scheduling plan, ;

[0046] ;

[0047] Conversely, it indicates that the pre-control effect is good.

[0048] In a further embodiment, the sub-region division criteria are as follows:

[0049] Obtain the floor area of each sub-region , and determine the pump stations within each sub-region , the sub-regions should satisfy the following formula relationship:

[0050] and It is within the range of the drainage modulus threshold. In a further embodiment, the water environment scheduling condition is expressed as: there is a water level difference in the water levels after flood discharge in adjacent drainage scheduling areas, and it is kept unobstructed through an overflow weir.

[0051] A flood control and water environment collaborative scheduling system based on an overflow weir, which is used to implement the flood control and water environment collaborative scheduling method as described above, includes:

[0052] A first module, which is configured to obtain the terrain information data and pipe network information data of an urban area, and determine the flood control perimeter 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;

[0053] A second module, which is configured to divide the target area into at least two drainage scheduling areas based on the river network - pipe network model and in combination with the terrain information data, and establish an overflow weir between adjacent drainage scheduling areas;

[0054] A third module, which is configured to create a scheduling plan set, and the scheduling plan set is used to store the flood control scheduling plans for the drainage scheduling areas; the flood control scheduling plans at least include: the initial water level setting and the pump station external discharge flow setting of the drainage scheduling areas;

[0055] A fourth module, which is configured to construct a rainfall flood discharge model, perform rainfall simulation in the target area by using the rainfall flood discharge model, and perform flood discharge simulation based on the flood control scheduling plan; after the simulation is completed, obtain the corresponding flood control pre - control result, establish the regional prevention and control standard for the drainage scheduling area, and compare and analyze the flood control pre - control result with the corresponding regional prevention and control standard:

[0056] If the analyzed effect is that the pre - control effect is not good, then modify the corresponding flood control scheduling plan and update the scheduling plan set; if the analyzed effect is that the pre - control effect is good, then the flood control pre - control result should comply with the water environment scheduling condition.

[0057] Advantages of the present invention: Based on the topography and geomorphology, river water system pattern, and current flood control and drainage project system in the plain river network area, relying on the synchronous prototype observation of river network water level, flow rate, water quality, and flow regime, the present invention constructs a multi - scenario pipe network - river network - hydrological and hydrodynamic refined mathematical model, which can formulate more accurate water level calculations and drainage plans, accurately identify waterlogging - prone points, and layout prevention and control plans in advance. It overcomes the problem of great difficulty in constructing large - scale projects in urban areas with concentrated population and dense underground pipe networks.

[0058] The present invention constrains the water environment scheduling condition while ensuring drainage by lowering the water level in advance to ensure the basic requirements of water environment governance, and solves the problem that it is difficult to effectively balance current drainage and water environment. Description of the Drawings

[0059] Figure 1 It is a flowchart of the collaborative scheduling method for flood control and water environment based on the overflow weir flood control circle. Specific implementation manners

[0060] The present invention will be further described below in conjunction with the accompanying drawings of the specification and embodiments.

[0061] Embodiment 1

[0062] Taking Suzhou, a typical plain river network city in southern Jiangsu, as an example in this embodiment, a multi-scenario scheduling model is developed, and the rainfall and flood discharge processes in typical scenarios under the new type of waterlogging drainage situation are simulated, an optimized scheduling plan set is formulated, and corresponding collaborative scheduling strategies are proposed. The specific disclosed content is as follows:

[0063] Obtain the terrain information data and pipe network information data of the urban area, and determine the flood control perimeter 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;

[0064] Based on the river network-pipe network model, combine the terrain information data to divide the target area into at least two waterlogging drainage scheduling areas, and establish an overflow weir between adjacent waterlogging drainage scheduling areas;

[0065] Create a scheduling plan set, which is used to store the flood control scheduling plans for the waterlogging drainage scheduling areas; the flood control scheduling plans at least include: the initial water level setting of the waterlogging drainage scheduling areas and the external discharge flow setting of the pumping stations;

[0066] Construct a rainfall and flood discharge model, use the rainfall and flood discharge model to simulate rainfall in the target area, and perform flood discharge simulation based on the flood control scheduling plan; after the simulation is completed, obtain the corresponding flood control pre-control result, establish the regional prevention and control standard for the waterlogging drainage scheduling area, and compare and analyze the flood control pre-control result with the corresponding regional prevention and control standard:

[0067] If the analyzed effect is that the pre-control effect is not good, then modify the corresponding flood control scheduling plan and update the scheduling plan set; if the analyzed effect is that the pre-control effect is good, then the flood control pre-control result should be subject to the water environment scheduling conditions.

[0068] According to the discretization modeling rules, based on the terrain, river channel water system, underground pipeline, water conservancy project, and project scheduling rules in the main urban area of Suzhou, construct a combined scheduling model for the large-scale enclosure and waterlogging drainage prevention in the urban area of Suzhou with the hydrological model and the river network-pipe network model as the core. Further, the construction process of the hydrological model is as follows:

[0069] Generalize the river network in the urban area into rectangular areas, and construct the continuity equation of the river network:

[0070] ;

[0071] In the formula, is the surface water accumulation volume, is the water depth, is the sub - watershed area, is the net rainfall, is the outflow; , where, is the overland flow width of the sub - watershed, is the roughness coefficient, is the surface storage water depth, is the sub - watershed width;

[0072] For each time step, the following non - linear partial differential equation is used to solve the water depth :

[0073] ;

[0074] where, represents the flow routing parameter, .

[0075] Considering the relatively mature river network and pipe network pre - laid in the city, the construction process of the river network - pipe network model in this embodiment is as follows:

[0076] For the static pipe network, the following mass conservation and momentum conservation equations are used. It should be noted that the static pipe network in this embodiment is a fixed pipe network and there is no switch control:

[0077] ;

[0078] In the formula, is the pipe cross - sectional area, is the pipe flow rate, t represents time, is axial direction, is the acceleration of gravity, is the angle between the pipe bottom and the horizontal plane, d is the water depth, is the pipe slope, is the coefficient;

[0079] For the dynamic pipe network, the following mass conservation and momentum conservation equations are used. The corresponding dynamic pipe network means that the flow rate is controllable, such as simulating pressure pipes such as rising pipes or inverted siphons. Therefore, the expression is as follows:

[0080] ;

[0081] If the static pipe network or the dynamic pipe network is a permeable pipe network, the corresponding permeable medium control equation is introduced:

[0082] ;

[0083] In the formula, is the porosity, is the lateral confluence, is the seepage flow rate, is the permeability coefficient, is the cross-sectional area of the permeable medium, is the hydraulic gradient.

[0084] Therefore, high-precision simulation of the urban area is achieved through the hydrological model and the river network-pipe network model in the above text, so as to obtain a higher-precision water level in the following text, realize a better scheme prediction, and improve the scientificity of prevention and control.

[0085] In another embodiment, the division process of the drainage scheduling area is as follows:

[0086] Determine the low-lying area from the terrain information data, divide the target area into a low-lying area and other areas, and define the low-lying area as the drainage scheduling area ; For other areas, perform the following steps:

[0087] Obtain the pump station information in other areas, and the pump station information includes: the pump station number in the area , and the pump station the peak period length of the inflow process in the area where it is located , the adjustable storage water surface rate in the area , the water storage depth in the area , then the drainage modulus of the pump station can be calculated as:

[0088] ; In the formula, is the peak the flood discharge flow rate during the period;

[0089] Obtain the total floor area of other areas , and calculate the comprehensive drainage modulus of the target area using the following formula:

[0090] ; In the formula, is the drainage area of the pump station ;

[0091] If is within the range of the drainage modulus threshold, there is no need to divide other areas, and the drainage scheduling area includes: the drainage scheduling area and other areas;

[0092] If is not within the range of the drainage modulus threshold, then divide other areas to obtain Sub - regions, and the drainage scheduling area includes: the drainage scheduling area and sub - regions, where \(n\) is an integer greater than 1.

[0093] Furthermore, the division criteria for the \(n\) sub - regions are as follows:

[0094] Obtain the floor area of each sub - region , and determine the pumping stations within each sub - region , the \(n\) sub - regions should satisfy the following formula relationship:

[0095] and is within the range of the drainage modulus threshold,

[0096] In other words, the division is carried out by making the drainage modulus equal.

[0097] In other words, by calculating the value of the comprehensive drainage modulus to determine the number and location of the drainage areas, ensuring the necessity of the drainage area division, and to determine the location and number of the overflow weirs.

[0098] In a further embodiment, a rainfall sequence , and an initial water level sequence of the drainage scheduling area and a pumping station out - flow sequence are preset in advance, then the flood control scheduling plan is expressed as:

[0099] , where , is the rainfall of the sequence \(s\), , is the initial water level of the sequence , , is the pumping station out - flow of the sequence , represents permutation and combination; is the drainage scheduling area, , , ;

[0100] After pre - configuring the drainage scheduling area in the combination form of , rainfall simulation is carried out in sequence according to the sequence of , and the duration of each rainfall simulation is , entering the flood discharge stage;

[0101] During the flood discharge stage, in sequence according to Drainage is carried out for the sequence of .

[0102] Taking Suzhou as an example, when formulating the plan, the rainfall simulation duration is determined, and the rainfall amount sequence:

[0103] , that is, s = 4.

[0104] Combined with different initial water levels, it is expressed as:

[0105] , that is . In other words, the actual rainfall is simulated by the rainfall amount. The actual rainfall can be obtained in advance through weather forecasts. The initial water level represents the current water level of the corresponding drainage area. Taking the current water level as the initial condition of the simulation, if the simulation effect is not good, drainage needs to be carried out before the actual rain for prevention and control.

[0106] The external drainage flow of the external drainage pump stations outside the boundary of the large enclosure in Suzhou is divided into:

[0107] . That is .

[0108] According to the requirements of the control water level of the large enclosure in Suzhou (2.7m ≤ Xiaomidqiao Station ≤ 3.0m, 2.7m ≤ North Ring City River Station ≤ 3.3m), the initial water level of the model starts from 2.7m at Xiaomidqiao Station and North Ring City River Station, and increases by 10cm in turn until Xiaomidqiao Station and North Ring City River Station reach the control water level, then the corresponding flood control operation plan can be seen in Table 1.

[0109] Table 1 Flood control operation plan

[0110]

[0111] Therefore, preferably, the in the initial water level sequence in the pump station external drainage flow sequence in the rainfall amount sequence

[0112] In a further embodiment, the process for obtaining the flood prevention and control result is as follows:

[0113] After the drainage treatment for the drainage duration , the maximum water depth is calculated by using the hydrological model, that is, the water level after drainage , where the water level after drainage Expressed as:

[0114] , represents permutation and combination, then represents the drainage scheduling area At a rainfall of , an initial water level of and an external drainage flow of the pumping station of the highest water level obtained after simulation.

[0115] Combined with the above example, for the water level after flood discharge , it is further expressed as:

[0116] 1) The initial water level of a certain drainage area is 2.8 m, and some examples are as follows:

[0117] ① When the rainfall in 1 hour is 20 mm to 30 mm, the external drainage flow reaches 50 m 3 / s; ② When the rainfall in 1 hour is 50 mm, the external drainage flow reaches 100 m 3 / s, ③ When the rainfall in 1 hour is 100 mm, the external drainage flow reaches 300 m 3 / s.

[0118] 2) The initial water level of a certain drainage area is 3.0 m, and some examples are as follows:

[0119] ① When the rainfall in 1 hour is 20 mm, the external drainage flow reaches 150 m 3 / s; ② When the rainfall in 1 hour is 30 mm, the external drainage flow reaches 200 m 3 / s; ③ When the rainfall in 1 hour is 50 mm, the external drainage flow reaches 250 m 3 / s; ④ When the rainfall in 1 hour is 100 mm, the external drainage flow reaches 30 m 3 / s.

[0120] Based on the above simulation conditions, the maximum water depth is calculated using a hydrological model , based on the maximum water depth the following process is adopted to obtain the flood control pre-control result:

[0121] After flood discharge treatment for a flood discharge duration of , the maximum water depth is calculated using a hydrological model i.e., the water level after flood discharge , where the water level after flood discharge is expressed as:

[0122] , represents permutation and combination, then represents the drainage scheduling area At a rainfall of , the initial water level is and the external discharge flow of the pumping station is the highest water level obtained after simulation.

[0123] The regional prevention and control standard includes: the preset water level standard after flood discharge and the corresponding optimal external discharge flow of the pumping station , indicating the drainage scheduling area;

[0124] The analysis process of the pre-control effect is as follows:

[0125] If at least one of the water level after flood discharge and the selected external discharge flow of the pumping station does not meet the following relationship, it means that the pre-control effect is not good, and the initial water level should be lowered:

[0126] Update to , , is the external discharge flow of the pumping station selected after the update of the flood control scheduling plan, ;

[0127] ;

[0128] On the contrary, it means that the pre-control effect is good.

[0129] Based on the above example, the description is as follows:

[0130] 1) The initial water level of a certain drainage area is 2.8m, and the water level standard after flood discharge corresponding to this area , the optimal external discharge flow of the pumping station :

[0131] ① When the rainfall in 1 hour is 20mm - 30mm, the external discharge flow reaches , and after calculation, the water level after flood discharge is 2.8m, that is , meeting the pre-control standard, indicating that the pre-control effect is good;

[0132] ② When the rainfall in 1 hour is 50mm, the external discharge flow reaches 100m 3 / s, and after calculation, the water level after flood discharge is 2.9m, that is , meeting the pre-control standard, indicating that the pre-control effect is good;

[0133] ③ When the rainfall in 1 hour is 100mm, the external discharge flow reaches 300m 3 / s, and after calculation, the water level after flood discharge is 3.2m, that is , if it does not meet the pre-control standard, it means that the pre-control effect is not good. It is necessary to lower the initial water level of a certain drainage area to 2.7m or even lower in advance. By repeating this process, a reasonable initial water level can be obtained.

[0134] 2) The initial water level of a certain drainage area is 3.0m, and the water level standard after flood discharge corresponding to this area , the optimal external drainage flow of the pump station :

[0135] ① When the rainfall in 1 hour is 20mm, the external drainage flow reaches 150 m 3 / s. After calculation, the water level after flood discharge is 2.7m, that is , which meets the pre-control standard, indicating that the pre-control effect is good;

[0136] ② When the rainfall in 1 hour is 30mm, the external drainage flow reaches 200 m 3 / s. After calculation, the water level after flood discharge is 2.9m, that is , which meets the pre-control standard, indicating that the pre-control effect is good;

[0137] ③ When the rainfall in 1 hour is 50mm, the external drainage flow reaches 250 m 3 / s. After calculation, the water level after flood discharge is 3.1m, that is , which does not meet the pre-control standard, indicating that the pre-control effect is not good; it is necessary to lower the initial water level. The initial water level of a certain drainage area is lowered from 3.0m to 2.9m, and drainage is carried out in advance.

[0138] ④ When the rainfall in 1 hour is 100mm, the external drainage flow reaches 300m 3 / s. After calculation, the water level after flood discharge is 3.2m, that is , which does not meet the pre-control standard, indicating that the pre-control effect is not good; it is necessary to lower the initial water level. The initial water level of a certain drainage area is lowered from 3.0m to 2.9m or even lower, and drainage is carried out in advance.

[0139] In another embodiment, the water environment scheduling condition is expressed as: there is a water level difference in the water level after flood discharge between adjacent drainage scheduling areas, and it is kept unobstructed through an overflow weir. For example, the starting drainage water level of the external drainage pump station at the northern boundary of the large enclosure in Suzhou is 2.8m, and the closing water level is 2.8m; the starting drainage water level of the external drainage pump station at the southern boundary is 2.8m, and the closing water level is 2.7m.

[0140] Embodiment 2

[0141] The flood control and water environment collaborative scheduling system based on the overflow weir is used to implement the flood control and water environment collaborative scheduling method as above, including:

[0142] The first module is configured to obtain the terrain information data and pipe network information data of the urban area, and determine the flood control perimeter of the urban area; construct a hydrological model and a river network - pipe network model based on the terrain information data and the pipe network information data;

[0143] The second module is configured to divide the target area into at least two drainage scheduling areas based on the river network - pipe network model and in combination with the terrain information data, and establish overflow weirs between adjacent drainage scheduling areas;

[0144] The third module is configured to create a set of scheduling plans, and the set of scheduling plans is used to store flood control scheduling plans for the drainage scheduling areas; the flood control scheduling plans at least include: the initial water level setting of the drainage scheduling area and the external drainage flow setting of the pump station;

[0145] The fourth module is configured to construct a rainfall flood discharge model, perform rainfall simulation in the target area using the rainfall flood discharge model, and perform flood discharge simulation based on the flood control scheduling plan; after the simulation is completed, obtain the corresponding flood control pre - control result, establish the regional prevention and control standard for the drainage scheduling area, and compare and analyze the flood control pre - control result with the corresponding regional prevention and control standard:

[0146] If the analyzed effect is that the pre - control effect is not good, then correct the corresponding flood control scheduling plan and update the set of scheduling plans; if the analyzed effect is that the pre - control effect is good, then 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: Obtain terrain information data and pipe network information data of urban areas, and determine the flood control encirclement of urban areas; The hydrological model and river network-pipeline network model are constructed based on terrain information data and pipeline network information data; the construction process of the hydrological model includes: generalizing the river network in the urban area into rectangular areas and constructing the continuity equation of the river network; for each time step, using nonlinear partial differential equations to solve the water depth ; The construction process of the river network-pipeline network model includes: constructing the mass conservation and momentum conservation equations for the static pipe network and the dynamic pipe network respectively. If the static pipe network or the dynamic pipe network is a permeable pipe network, the permeable medium control equation is introduced accordingly; Based on the river network-pipeline network model and combined with terrain information data, the target area is divided into at least two drainage scheduling areas, and overflow weirs are built between adjacent drainage scheduling areas; Create a scheduling scheme set, which 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; A rainfall and flood drainage model is constructed, rainfall simulation is performed in the target area using the rainfall and flood drainage model, and flood drainage simulation is performed based on the flood control dispatch plan; the construction process of the rainfall and flood drainage model is as follows: Preset rainfall sequence , 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 , enter the flood discharge stage; in the flood discharge stage, follow the The sequence of flood discharge is ; After the simulation is completed, the corresponding flood control results are obtained, the regional control standards for the drainage dispatch area are established, and the flood control results are compared and analyzed with the corresponding regional 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 continuity equation of the river network is: ; In the formula, , is the surface water volume, For water depth, is the sub-basin area, is the net rainfall, is the outflow; the outflow The calculation formula is as follows: ,in, is the sub-basin overland flow width, is the roughness coefficient, The depth of surface water storage. is the subbasin width; The water depth The solution equation is as follows: ； 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 mass conservation and momentum conservation equations for the static pipe network are expressed as follows: ； 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; The mass conservation and momentum conservation equations of the dynamic pipe network are expressed as follows: ； The governing equation for permeable media is expressed in the following form: ； 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 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 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.

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 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.

7. 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 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.

8. 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 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.

9. 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 8, 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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