Flood control scheduling method and system based on hydrodynamic model

Abstract

The invention discloses a flood control scheduling method and system based on a hydrodynamic model. The method comprises the following steps: collecting basic data; calculating dam break flood flow and process; constructing a hydrodynamic model; and defining and identifying the series reservoir. According to the method, a flooding analysis tool for reservoir dam break flood is obtained by constructing a hydrodynamic model, assistance can be provided for drainage basin reservoir dispatching decision-making in cooperation with technologies such as rainwater work condition automatic forecasting and reservoir information digital management, meanwhile, the definition of the series reservoirs is updated, a series reservoir recognition method under the model is given, and the method has the advantages of being high in practicability and the like. And more timely and accurate information can be effectively provided for safe operation and flood control scheduling of the small reservoir.

Description

Technical Field

[0001] The present invention relates to a reservoir early warning method, and in particular to a flood control scheduling method and system based on a hydrodynamic model. Background Art

[0002] Flood disasters are one of the natural disasters that frequently occur in China and seriously threaten national security and restrict economic and social development. In order to prevent floods and mitigate flood disasters, a series of flood control measures need to be taken. Flood control and disaster reduction measures consist of engineering measures and non-engineering measures. Non-engineering measures play an important role in flood control and disaster reduction. Among them, non-engineering measures mainly include scientific floodplain management, reasonable land use planning, flood insurance, flood forecasting and early warning, emergency evacuation and refuge, post-disaster rescue, etc.

[0003] Most small reservoirs were built with low standards and are mostly distributed in remote mountainous areas. The vast majority are managed by townships or village collectives. Affected by historical conditions and insufficient investment, there are problems such as shortage of management facilities and prominent hidden dangers of diseases and dangers, which restrict the function of small reservoirs. If the preparations are not sufficient, the measures are not in place, and the emergency rescue is not timely, it is very likely to cause major accidents such as dam failure, which will cause serious losses to the lives and property of the people downstream. Summary of the Invention

[0004] Object of the Invention: In view of the above problems, the present invention proposes a flood control scheduling method and system based on a hydrodynamic model, which can quickly and accurately simulate the flood inundation range caused by dam break, and ensure the safe operation and convenient management of the reservoir.

[0005] Technical Solution: The technical solution adopted by the present invention is a flood control scheduling method and system based on a hydrodynamic model, including the following steps:

[0006] Step 1, obtaining basic data, where the basic data includes geographic information data, engineering data, and data of water-blocking structures;

[0007] Step 2, calculating the dam-break flood discharge and the flood hydrograph according to the basic data;

[0008] Step 3, constructing a hydrodynamic model according to the basic data, inputting the calculation results of the dam-break flood discharge and the flood hydrograph into the hydrodynamic model, and obtaining the dam-break flood simulation result of the reservoir through the hydrodynamic model;

[0009] Step 4, identifying the series reservoir relationship according to the dam-break flood simulation result of the reservoir; a series reservoir is defined as a reservoir in which multiple spatial positions are connected in series, and the dam-break flood of the upstream reservoir will cause the dam-break of the downstream reservoir;

[0010] Step 5, constructing a regional series reservoir network according to the identified series reservoir relationship, and combining with the overhead reservoir to optimize the flood control scheduling plan.

[0011] Geographic information data, including topographic and geomorphic features, river systems, river cross-sections, administrative divisions, distribution of residential areas, vector information on land use, and elevation data within the calculation area; engineering data, including dam body foundation data, characteristic parameters, and spatial location information of large and medium-sized reservoirs, levees, sluice dams, and flood storage and detention areas within the calculation area; data on water-blocking structures, mainly including engineering data of levees, longitudinal and transverse river cross-sections, main bridges, roads, culverts, canals, and pumping stations required for flood analysis, as well as basic parameters and location coordinates of important water-blocking linear features. Various types of engineering operation data, including: flood control standards of various flood control projects, flood control characteristic water levels of levees, characteristic water levels of sluice stations, operation conditions, and flow capacity parameters.

[0012] Calculating the dam-break flood discharge and the flow hydrograph, including: calculating the dam-break flood discharge, using the instantaneous full-break rectangular breach method to calculate the dam-break flood discharge for arch dams and concrete dams, and using the instantaneous transverse partial rectangular breach method to calculate the dam-break flood discharge for earth-rock dams; adopting the generalized typical flow hydrograph calculation method, using the fourth-degree parabola method to calculate the flow hydrograph, and correcting the actual flow hydrograph by calculating the emptying time.

[0013] For arch dams and concrete dams, the formula for calculating the dam-break flood discharge is as follows:

[0014]

[0015] In the formula, Q m is the dam-break flood discharge; B 1 is the width of the rectangular cross-section of the arch dam or concrete dam; H 0 is the water depth upstream of the dam; g is the acceleration due to gravity;

[0016] For earth-rock dams, treated as an instantaneous transverse partial rectangular breach, the calculation formula is as follows:

[0017]

[0018] b = k(V 0.5 B 2 0.5 H) 0.5

[0019] In the formula, Q m is the dam-break flood discharge; B 2 is the water surface width or the dam crest length along the dam axis direction at the time of dam break. If the water surface width in the reservoir area at the dam site section is greater than the dam length, the water surface width in the reservoir area at the dam site section is calculated. If the water surface width in the reservoir area is not at the dam site section, the dam crest length is calculated; b is the length of the breach of the earth dam at dam break; H is the water depth in front of the dam at the time of dam break; V is the reservoir capacity at the time of dam break; k is a coefficient related to the soil quality of the dam body.

[0020] Correcting the actual flow process line by calculating the drain time includes the following steps:

[0021] (1) Calculate the drain time using the following formula:

[0022]

[0023] In the formula, T is the drain time, K is the coefficient, V a is the reservoir capacity that can be discharged before the dam breaks, Q m is the dam-break flood flow;

[0024] (2) Verify the flow process line and Q = Q 0 Is the water volume between the lines equal to the drainable storage capacity V? a If they are not equal, readjust the drain time T until the flow process line is equal to Q = Q 0 The water volume between the lines is equal to the drainable storage capacity; 0 is the inflow flow, and Q represents the flow rate.

[0025] The hydrodynamic model is constructed based on the basic data, including the following contents:

[0026] (1) Establish a computational area grid and determine the approximate flooding range through trial calculations, which will serve as the boundary of the hydrodynamic model;

[0027] (2) Combine digital elevation data to delineate linear features within the simulation range;

[0028] (3) Gridding of the simulation range: Taking the river downstream of the reservoir as the axis, a buffer zone is established on both sides. The grid area within the buffer zone is 100-500m 2 , the grid area outside the buffer zone is 1000~10000m 2 ;

[0029] (4) Scattered points with a spacing of no more than 10 m were used in the flood simulation area downstream of the reservoir, and the natural neighbor method was used to interpolate the grid;

[0030] (5) Constructing simulation files, including: setting simulation parameters, including simulation time and calculation step, solution format, dry and wet boundaries, eddy viscosity coefficient, and initial conditions;

[0031] (6) Boundary condition setting, including: the upstream adopts an open boundary, set at the dam site, and a given dam-break flood process; the downstream is a given reservoir verification flood level and a given river level-flow relationship curve of the upper-level river;

[0032] (7) Set the roughness of different underlying surfaces according to the hydraulics manual;

[0033] (8) Output two-dimensional flow field and flooding duration statistics.

[0034] The upstream simulation starting point of the hydrodynamic model is the dam site of the reservoir, and the downstream simulation range is the maximum inundation range of the dam-break flood of the reservoir.

[0035] Monitor the flow rate at the cross-section where the dam-break flood enters the lower-level reservoir. If it is greater than the maximum discharge of the downstream reservoir, the upstream reservoir and the downstream reservoir are respectively identified as the upper reservoir and the lower reservoir of the series-connected reservoirs.

[0036] According to the series-connected reservoir relationship identified in Step 4, construct a regional series-connected reservoir network by aggregating each series-connected reservoir relationship to obtain all river reaches where consecutive dam breaks will occur; the overhead reservoir is defined as a tailings reservoir with residents or important facilities within one kilometer downstream.

[0037] Replace the old series-connected reservoirs that are only connected in terms of spatial position in the original flood control scheduling strategy with the series-connected reservoir network identified in Step 4. Combine the series-connected reservoir network and the overhead reservoir to obtain the key preventive reservoirs during the flood control scheduling process; the longer the series-connected reservoir and the higher the key preventive level of the upper reservoir of the series-connected reservoir where the lower reservoir is an overhead reservoir.

[0038] The present invention also provides a flood control scheduling system based on a hydrodynamic model, 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 flood control scheduling method based on the hydrodynamic model is implemented.

[0039] Beneficial effects: Compared with the prior art, the present invention has the following advantages: The hydrodynamic model constructed by this method can quickly, accurately, and scientifically simulate and display the flood inundation range caused by dam break. The series-connected reservoirs are redefined, and the identified series-connected reservoirs are conducive to guiding the construction of flood control projects and the management of non-flood control engineering measures, giving full play to the comprehensive benefits of flood control projects, changing the flood control idea from "reducing disaster losses" to "mitigating disaster risks", which is of great significance for flood control and disaster reduction. Description of the Drawings

[0040] Figure 1 It is a flowchart of the flood control scheduling method based on the hydrodynamic model of the present invention. Detailed Embodiments

[0041] The technical solutions of the present invention will be further described below in conjunction with the drawings and embodiments.

[0042] The flood control scheduling method based on the hydrodynamic model of the present invention includes the following steps:

[0043] Step 1: Collection of basic data. The basic data includes geographic information data, engineering data, and data of water-blocking structures.

[0044] (1) Geographical information data mainly include vector information and elevation data of the terrain and landforms, river systems, river cross-sections, administrative divisions, distribution of residential areas, and land use that have been newly generated or updated in the calculation area recently. The data should meet the requirements of timeliness and realism.

[0045] (2) Engineering data mainly include data on flood control projects and structures, including the dam foundation data, characteristic parameters, and spatial location information of large and medium-sized reservoirs, levees, sluice dams, and flood storage and detention areas within the compilation area. The data should meet the requirements of realism, timeliness, and accuracy;

[0046] (3) Data on water-blocking structures mainly include engineering data on levees, longitudinal and transverse river cross-sections, main bridges, roads, culverts, canals, and pumping stations required for flood analysis, as well as the basic parameters and position coordinates of important linear water-blocking features. The various types of engineering operation data include: flood control standards of various projects (reservoir storage capacities at different levels), flood control characteristic water levels of levees, characteristic water levels of main sluice stations, operation conditions, and flow capacity parameters.

[0047] All of the above spatial location information is used for constructing the model to draw the spatial map and set the initial conditions. The dam foundation data and characteristic parameters are used to analyze the dam type to determine the calculation formula, and the width B of the rectangular cross-section 1 or the crest length B 2 , the upstream water depth H 0 , the breach length b of the earth dam, etc. are used to substitute into the calculation formula.

[0048] Step 2: Calculate the flood discharge and hydrograph of the dam breach.

[0049] For arch dams or concrete dams, treat them as instantaneously fully breached rectangular breaches, and use the Ritter (A.ritter) calculation formula as follows:

[0050]

[0051] In the formula, Q m is the flood discharge of the dam breach; B 1 is the width of the rectangular cross-section of the arch dam or concrete dam; H 0 is the upstream water depth of the dam; g is the acceleration due to gravity.

[0052] For earth dams, treat them as instantaneously transversely locally rectangular breaches, and the calculation formula is as follows:

[0053]

[0054] b = k(V 0.5 B 2 0.5 H) 0.5

[0055] In the formula, Qm is the dam-break flood discharge; B 2 is the water surface width or the dam crest length along the dam axis at the time of dam break. If the water surface width in the reservoir area at the dam site section is greater than the dam length, the water surface width of the reservoir area at the dam site section should be adopted. When the water surface in the reservoir area is wide but not at the dam site section, the calculation is still carried out according to the dam length; b is the length of the breach of the earth dam at dam break; H is the water depth in front of the dam at the time of dam break; V is the reservoir capacity at the time of dam break. k is a coefficient related to the soil quality of the dam body, k is 0.65 for clay and k is 1.3 for loam.

[0056] Regarding the calculation of the flow process line at the dam site, the generalized typical flow process line method is adopted for calculation, and the flow process is generalized by a quartic parabola (see the following parabola table). The quartic parabola table is an empirical table. After knowing the emptying time T, the flow rate at each time node can be calculated by proportional operation, and the relationship between the flow rate and time, that is, the flow process line, can be obtained.

[0057] Table 1 Quartic Parabola Table

[0058] t / T 0 0.05 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 <![CDATA[Q / Q m > 1 0.62 0.48 0.34 0.26 0.207 0.168 0.130 0.094 0.061 0.030 <![CDATA[Q o / Q M >

[0059] Calculate the emptying time T and determine the actual flow process line. The formula is as follows:

[0060]

[0061] In the formula, K is a coefficient, generally taken as 4 - 5; V a is the drainable reservoir capacity before the dam break of the dam; Q m is the dam-break flood discharge.

[0062] Subsequently, check whether the water volume between the process line and the Q = Q 0 line is equal to the drainable reservoir capacity Va. If not, readjust the T value and retest until the two are equal. Q 0 is the inflow rate.

[0063] Step 3: Construction of the hydrodynamic model.

[0064] Input the dam-break flood discharge and process into the model for spatial inundation calculation of the reservoir dam-break flood. The calculation results of the dam-break flood discharge and the flow process line are used as the boundary conditions for setting the hydrodynamic model. The upstream simulation starting point is the dam site of the reservoir. The downstream simulation range considers the maximum inundation range of the reservoir dam-break flood, and at least simulates to the estuary of the river where the reservoir is located. If the dam-break flood has a greater impact on the upper-level or multiple upper-level rivers of the river where the reservoir is located (such as the flood discharge of the upper-level river exceeding the 50-year recurrence interval), the model range should be expanded to the maximum inundation range of the corresponding river.

[0065] The model construction includes the following steps:

[0066] (1) Selection of boundaries.

[0067] Establish a large-scale grid and determine the approximate flooding range through trial calculations.

[0068] (2) Linear feature delineation.

[0069] Combined with DEM, typical linear features within the simulation range are outlined.

[0070] (3) Grid division.

[0071] Taking the downstream river channel of the reservoir as the axis, a buffer zone is established on both sides with a buffer distance of 200m. The grid size within this range is 100-500m. 2 . Grid area outside the buffer zone is 1000~10000m 2 The total number of grids is 50,000 to 100,000.

[0072] (4) Terrain interpolation.

[0073] The flooding simulation range of the downstream of the reservoir is generally small, and scattered points with a spacing of 5m are used in the area. The natural neighbor method is used to interpolate the grid.

[0074] (5) Terrain correction.

[0075] The dam break flow is generally large, and the local terrain has little impact on the flooding range. In principle, the grid will no longer be corrected.

[0076] (6) Bridges and dams.

[0077] The impact of bridges and dams is not considered.

[0078] (7) Build simulation files.

[0079] Set the simulation parameters, including simulation time, calculation step, solution format, dry and wet boundaries, eddy viscosity coefficient, initial conditions, etc. Among them, the simulation time is selected as 0.5-2d, the calculation step is 30-60s, and 60s is preferred; the solution format adopts low order. Due to the small simulation range, the Coriolis force is not set this time.

[0080] (8) Output result settings.

[0081] Output two-dimensional flow field and flooding duration statistics (water depth greater than 0.1m).

[0082] (9) Boundary condition setting.

[0083] The upstream adopts an open boundary, which is set at the dam site, and a given dam-break flood process is given. The downstream is a given reservoir verification flood level of the reservoir and a given river level-flow relationship curve of the upper river.

[0084] (10) Roughness setting.

[0085] Set the roughness coefficient for different underlying surfaces with reference to the hydraulic manual.

[0086] Given that the inundation area of dam-break flood is relatively large, a uniform roughness coefficient of 0.05 is generally adopted.

[0087] At this time, the model is set up, and the spatial inundation process of the reservoir dam-break flood can be output, and the inundation map can be drawn according to national standards and enterprise requirements.

[0088] Step 4: Simulate the reservoir dam-break flood and identify the cascaded reservoirs.

[0089] Define the cascaded reservoirs as those where, after the upstream reservoir breaks, the dam-break flood will cause the downstream reservoir to break at multiple spatial positions in series (spatially in series and breaking simultaneously). Count the list of reservoirs that are spatially in series within the project scope. When constructing the model, select the maximum inundation range of the cascaded reservoirs for the simulation scope. When separately simulating the upstream reservoir break, calculate the maximum flow rate when the dam-break flood process evolves to the tail of the downstream reservoir. At this time, the initial conditions of the downstream reservoir area can be set to the checked flood level, and the spillway should be densified in the flood routing model to ensure that the flood can evolve downstream through the spillway. Monitor the outlet flow rate of the dam-break flood into the lower reservoir section. If it is greater than the maximum discharge of the downstream reservoir (the maximum discharge corresponding to the checked water level), then the upstream reservoir and the downstream reservoir can be respectively identified as the upper reservoir and the lower reservoir of the cascaded reservoirs. Calculate in sequence according to the reservoir list to obtain the distribution of the cascaded reservoirs in the study area.

[0090] Step 5: Construct the regional cascaded reservoir network and optimize the flood control operation plan in combination with the overlying reservoirs.

[0091] According to the relationship of the cascaded reservoirs identified in Step 4, the regional cascaded reservoir network can be constructed to obtain all the river reaches where consecutive dam breaks will occur. Then identify the overlying reservoirs, which are defined as: tailing ponds with residents or important facilities within 1 km (including 1 km) downstream. According to the model simulation of the inundation situation downstream of the reservoir, if there are residents and important enterprises and institutions within 1 km downstream of the inundation range, they are defined as overlying reservoirs.

[0092] When formulating the flood control operation plan, replace the original definition of the old cascaded reservoirs in series (only reservoirs in series in terms of spatial position) with the new definition of the cascaded reservoirs proposed in this patent (after the upstream reservoir breaks, the dam-break flood will cause the downstream reservoir to break at multiple spatial positions in series). Combining the cascaded reservoir network and the overlying reservoirs, the reservoirs that should be key protected during the flood control operation can be found, the flood control priority of some reservoirs can be improved, or a feasibility analysis can be provided for the danger removal and reinforcement projects of some reservoirs. The longer the cascaded reservoirs are, and the higher the key protection level of the upper reservoir of the cascaded reservoir whose lower reservoir is an overlying reservoir. For example, if it is calculated through the model that a small reservoir is in a cascaded reservoir relationship with the downstream overlying reservoir, it should be given priority to reducing the upstream inflow of the small reservoir during the flood season and carrying out danger removal and reinforcement projects to give full play to its functions.

[0093] In one embodiment, the present invention further provides a flood control scheduling system based on a hydrodynamic model, 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 flood control scheduling method based on the hydrodynamic model is implemented.

Claims

1. A flood control dispatching method based on a hydrodynamic model, characterized in that: The following steps are involved: Step 1: Obtain basic data, including geographic information data, engineering data and water-blocking structure data; Step 2: Calculate the dam-break flood flow and flow process line based on basic data; Step 3: construct a hydrodynamic model based on basic data, input the calculation results of dam-break flood flow and flow process line into the hydrodynamic model, and obtain the simulation results of reservoir dam-break flood through the hydrodynamic model; Step 4: Identify the relationship of series reservoirs based on the simulation results of reservoir dam breach floods; series reservoirs are defined as reservoirs in series at multiple spatial locations where the dam breach flood will cause the dam breach of downstream reservoirs after the dam breach of upstream reservoirs; Step five: Based on the identified relationships between the series reservoirs, a regional series reservoir network is constructed, and the flood control scheduling plan is optimized in combination with the overhead reservoirs.

2. The flood control dispatching method based on the hydrodynamic model according to claim 1 is characterized in that: Geographic information data, including vector information and elevation data of topography, river systems, river sections, administrative divisions, residential distribution, and land use in the calculation area; engineering data, including basic data, characteristic parameters, and spatial location information of large and medium-sized reservoirs, levees, dams, and flood storage areas in the calculation area; water-blocking structure data, mainly including engineering data of levees, river longitudinal and transverse sections, major bridges, roads, culverts, canals, and pumping stations required for flood analysis, as well as basic parameters and location coordinates of important water-blocking linear features. Various types of engineering scheduling data, including: flood control standards of various flood control projects, flood control characteristic water levels of levees, characteristic water levels of sluice stations, operating conditions, and flow capacity parameters.

3. The flood control dispatching method based on the hydrodynamic model according to claim 1 is characterized in that: Calculation of dam-break flood flow and flow process line, including: calculation of dam-break flood flow, using instantaneous full-break rectangular breach to calculate dam-break flood flow for arch dam and concrete dam, and using instantaneous transverse local rectangular breach to calculate dam-break flood flow for earth-rock dam; using generalized typical flow process line calculation method, using the fourth parabola method to calculate the flow process, and correcting the actual flow process line by calculating the discharge time.

4. The flood control dispatching method based on the hydrodynamic model according to claim 3 is characterized in that: For arch dams and concrete dams, the calculation formula for dam-break flood flow is as follows: In the formula, Q m is the dam-break flood flow; B1 is the width of the rectangular section of the arch dam or concrete dam; H0 is the water depth upstream of the dam; g is the gravitational acceleration; For earth-rock dams, the instantaneous transverse local rectangular breach is treated and the calculation formula is as follows: b=k(V 0.5 B2 0.5 H) 0.5 In the formula, Q m is the dam-break flood flow; B2 is the water surface width or dam crest length along the dam axis when the dam breaks. If the water surface width of the reservoir at the dam site section is greater than the dam length, it is calculated based on the water surface width of the reservoir at the dam site section. If the water surface width of the reservoir is not at the dam site section, it is calculated based on the dam crest length; b is the breach length of the earth dam; H is the water depth in front of the dam when the dam breaks; V is the reservoir capacity when the dam breaks; k is a coefficient related to the soil quality of the dam body.

5. The flood control dispatching method based on the hydrodynamic model according to claim 1 is characterized in that: Correcting the actual flow process line by calculating the drain time includes the following steps: (1) Calculate the drain time using the following formula: In the formula, T is the drain time, K is the coefficient, V a is the reservoir capacity that can be discharged before the dam breaks, Q m is the dam breach flood flow; (2) Verify whether the water volume between the flow process line and the Q=Q0 line is equal to the available reservoir capacity V a If they are not equal, readjust the drain time T until the amount of water between the flow process line and the Q=Q0 line is equal to the drainable storage capacity; where Q0 is the inflow flow and Q represents the flow rate.

6. The flood control dispatching method based on the hydrodynamic model according to claim 1 is characterized in that: The hydrodynamic model is constructed based on the basic data, including the following contents: (1) Establish a computational area grid and determine the approximate flooding range through trial calculations, which will serve as the boundary of the hydrodynamic model; (2) Combine digital elevation data to delineate linear features within the simulation range; (3) Gridding of the simulation range: Taking the river downstream of the reservoir as the axis, a buffer zone is established on both sides. The grid area within the buffer zone is 100-500m 2 , the grid area outside the buffer zone is 1000~10000m 2 ; (4) Scattered points with a spacing of no more than 10 m were used in the flood simulation area downstream of the reservoir, and the natural neighbor method was used to interpolate the grid; (5) Constructing simulation files, including: setting simulation parameters, including simulation time and calculation step, solution format, dry and wet boundaries, eddy viscosity coefficient, and initial conditions; (6) Boundary condition setting, including: the upstream adopts an open boundary, set at the dam site, and a given dam-break flood process; the downstream is a given reservoir verification flood level and a given river level-flow relationship curve of the upper-level river; (7) Set the roughness of different underlying surfaces according to the hydraulics manual; (8) Output two-dimensional flow field and flooding duration statistics.

7. The flood control dispatching method based on the hydrodynamic model according to claim 6 is characterized in that: The upstream simulation starting point of the hydrodynamic model is the reservoir dam site, and the downstream simulation range is the maximum inundation range of the reservoir dam breach flood.

8. The flood control dispatching method based on the hydrodynamic model according to claim 1 is characterized in that: The flow rate of the dam break flood entering the lower reservoir section is monitored. If it is greater than the maximum discharge flow rate of the downstream reservoir, the upstream reservoir and the downstream reservoir are respectively identified as the upper reservoir and the lower reservoir of the series reservoir.

9. The flood control dispatching method based on the hydrodynamic model according to claim 1 is characterized in that: According to the relationship of series reservoirs identified in step 4, the regional series reservoir network is constructed by combining the relationships of series reservoirs to obtain all river sections where continuous dam breaches may occur; the overhead reservoir is defined as the tailings reservoir with residents or important facilities within one kilometer downstream; The old series reservoirs that are only spatially connected in the original flood control scheduling strategy are replaced with the series reservoir network identified in step 4. The series reservoir network and the overhead reservoir are combined to obtain the key prevention reservoirs in the flood control scheduling process. The longer the series reservoirs are and the higher the key prevention level of the upper reservoir of the series reservoirs is when the lower reservoir is the overhead reservoir.

10. A flood control dispatching system based on a hydrodynamic model, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that: When the processor executes the computer program, the flood control scheduling method based on the hydrodynamic model described in any one of claims 1 to 9 is implemented.

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