A digital twin irrigation area canal system flood control scheduling optimization method and system

Abstract

This invention discloses a method and system for optimizing flood control scheduling along mountain canals in a digital twin irrigation district. The method includes: dividing the target digital twin irrigation district into several canal sections and calculating the water level-available tank storage relationship curve and water level-flow curve for each canal section; constructing a runoff forecasting model for the target digital twin irrigation district to predict flood processes at different canal inlet points; setting scheduling strategies for each canal section based on the flood process forecast results, the water level-available tank storage relationship curve, and the water level-flow curve; constructing a one-dimensional hydrodynamic model of the target digital twin irrigation district and simulating the flood evolution process at different initial water levels according to the set scheduling strategy; and optimizing the scheduling strategy based on the simulated flood evolution process. This method results in a more accurate scheduling solution.

Description

Technical Field

[0001] The present invention relates to flood control scheduling optimization technology, and in particular to a flood control scheduling optimization method and system for a digital twin irrigation district along a mountain canal system. Background Art

[0002] Irrigation canal systems are integral to the backbone of the water network, and their effective flood control is crucial for their safe operation. Currently, canal systems in mountainous irrigation areas are complex, with rainfall and floodwater entering the canals at dispersed points. Traditional flood control methods rely on manual analysis of key water level fluctuations to adjust gates, making it difficult to coordinate flood control across the entire irrigation area.

[0003] Patent document CN118430190A discloses a reservoir flood prevention water level warning method. This method includes acquiring real-time rainfall data along upstream rivers and monitoring water level changes at the reservoir entrance and key river sections. Based on the acquired rainfall and water level data, a hydrological model is used to calculate upstream water flow and predict and analyze reservoir water level change trends over a certain period of time. Based on the water level prediction results, the risk level of the reservoir encountering flood disasters over the next period of time is assessed and a corresponding warning is issued. Based on the water level prediction results and risk assessment, a flood discharge scheduling plan is formulated and implemented. However, this method is mainly applicable to reservoir flood prevention and is not suitable for flood prevention and scheduling of canal systems in mountainous irrigation areas. Therefore, it is necessary to calculate scheduling plans that take into account pre-discharge and flood storage for canal systems in mountainous irrigation areas, guide the opening and closing operations of channel control gates and flood discharge gates, and improve the level of scientific flood prevention and scheduling in irrigation areas. Summary of the Invention

[0004] In response to the problems existing in the prior art, the purpose of the present invention is to provide a digital twin irrigation district along the mountain canal system flood control scheduling optimization method and system with more accurate scheduling scheme.

[0005] In order to achieve the above-mentioned object of the invention, the present invention provides the following technical solutions:

[0006] A digital twin irrigation area flood control scheduling optimization method for mountain canal systems includes the following steps:

[0007] (1) Obtain the topological information and runoff information of the target digital twin irrigation area;

[0008] (2) Based on the topological information of the target digital twin irrigation district, the target digital twin irrigation district is divided into several canal sections, and a one-dimensional hydrodynamic model of the canal section is constructed to calculate the water level-available tank storage relationship curve and water level-flow curve of each canal section;

[0009] (3) Based on the runoff information of the target digital twin irrigation area, a runoff prediction model for the target digital twin irrigation area is constructed to predict the flood inflow process at different inflow points;

[0010] (4) Based on the flood inflow process forecast results, the water level-available channel storage relationship curve and the water level-flow curve, the scheduling strategy for each channel section is set;

[0011] (5) Construct a one-dimensional hydrodynamic model of the target digital twin irrigation district and simulate the flood evolution process under different initial water levels according to the set scheduling strategy;

[0012] (6) Determine whether all preset indicators in the simulation results of the flood evolution process meet the preset requirements. If not, update the scheduling strategy until the preset requirements are met, and use the scheduling strategy of each channel section at this time as the optimal scheduling plan.

[0013] A digital twin irrigation district flood control and dispatch optimization system for mountain canal systems, including:

[0014] The information acquisition module is used to obtain the topological information and runoff information of the target digital twin irrigation area;

[0015] The relationship curve fitting module is used to divide the target digital twin irrigation area into several canal sections based on its topological information, construct a one-dimensional hydrodynamic model of the canal section, and calculate the water level-available tank storage relationship curve and water level-flow curve for each canal section;

[0016] The flood forecasting module is used to build a runoff forecasting model for the target digital twin irrigation district based on its runoff information, and to forecast the flood inflow process at different inflow points.

[0017] The scheduling strategy setting module is used to set the scheduling strategy for each channel section based on the flood inflow process forecast results, the water level-available tank storage relationship curve and the water level-flow curve;

[0018] The flood simulation module is used to build a one-dimensional hydrodynamic model of the target digital twin irrigation district and simulate the flood evolution process under different initial water levels according to the set scheduling strategy;

[0019] The scheduling optimization module is used to determine whether all preset indicators in the simulation results of the flood evolution process meet the preset requirements. If not, the scheduling strategy is updated until the preset requirements are met, and the scheduling strategy of each channel section at this time is used as the optimal scheduling plan.

[0020] Compared with the existing technology, the beneficial effects of the present invention are: through the preview simulation of channel flood process forecast and scheduling strategy, the present invention obtains the optimal solution for channel sluice scheduling in different scenarios, which is more accurate and safer, and improves the scheduling level of flood control scheduling along the mountain canal system in the digital twin irrigation area. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1This is a flow chart of the digital twin irrigation area mountain canal system flood control scheduling optimization method provided by the present invention;

[0022] Figure 2 This is a schematic diagram of the channel section division, where (a) is a plan view and (b) is a side view;

[0023] Figure 3 The water level-available tank storage capacity relationship curve and the schematic diagram of the flood process stage division, where (a) is the schematic diagram of the flood process stage division, and (b) is the schematic diagram of the water level-available tank storage capacity relationship curve;

[0024] Figure 4 It is a schematic diagram of the canal section of the target digital twin irrigation district;

[0025] Figure 5 is the water level-available tank storage curve of canal section 1 in the target digital twin irrigation district;

[0026] Figure 6 is the water level-flow curve of channel section 1 in the target digital twin irrigation district;

[0027] Figure 7 It is the process of flood entering the canal. DETAILED DESCRIPTION

[0028] The technical solutions in the embodiments of the present invention will be described clearly and completely below with reference to the accompanying drawings in the embodiments of the present invention.

[0029] Example 1

[0030] The embodiment of the present invention provides a method for optimizing flood control scheduling along mountain canals in a digital twin irrigation area, such as Figure 1 As shown, the following steps are included:

[0031] (1) Obtain the topological information and runoff information of the target digital twin irrigation district.

[0032] Topological information includes irrigation district topographic data, irrigation district canal topology, irrigation district canal design parameters, control gate locations, and floodgate locations. Runoff information includes rainfall, canal water levels, and monitored water flow.

[0033] (2) Based on the topological information of the target digital twin irrigation district, the target digital twin irrigation district is divided into several canal sections, and a one-dimensional hydrodynamic model of the canal section is constructed to calculate the water level-available tank storage relationship curve and water level-flow curve of each canal section.

[0034] This step specifically includes:

[0035] (2-1) Based on the topological information of the target digital twin irrigation district channel, the channel is divided into several sections with the control gate as the dividing point; Figure 2 As shown;

[0036] (2-2) Construct a one-dimensional hydrodynamic model for each canal section; the one-dimensional hydrodynamic model can be represented by the Saint-Venant equations;

[0037] (2-3) Solve the one-dimensional hydrodynamic model of each canal section to obtain the hydrodynamic process of the canal section under different initial water levels and different inflow flow conditions, that is, the water level changes of the canal section under different initial water levels and different inflow flow conditions;

[0038] (2-4) The available tank storage capacity under different initial water levels and different inflow conditions of each canal section is obtained according to the hydrodynamic process of the canal section, and is fitted into a water level-available tank storage relationship curve. The available tank storage capacity is the product of the time when the current water level of the canal section rises to the warning water level and the inflow flow; the water level-available tank storage relationship curve is as follows: Figure 3 (b) shows the tank storage capacity under the inlet flow rate from Q to Q+5Δq, where Δq is the flow increase;

[0039] (2-5) Based on the hydrodynamic process of the channel section, the water level line of each channel section at different flow rates when the downstream channel section regulating gate is opened is obtained and fitted into a water level-flow curve.

[0040] (3) Based on the runoff information of the target digital twin irrigation area, a runoff prediction model of the target digital twin irrigation area is constructed to predict the flood inflow process at different inflow points.

[0041] This step specifically includes:

[0042] (3-1) Establishing a runoff forecast model for the target digital twin irrigation district based on the runoff information of the target digital twin irrigation district; wherein, the runoff information can be used to calibrate the calculation of model parameters such as the average tension water capacity, upper, lower, and deep layer tension water capacity, evapotranspiration conversion coefficient KC, and deep evapotranspiration diffusion coefficient C, and the runoff forecast model can be established based on the model parameters;

[0043] (3-2) Based on the runoff forecast model of the target digital twin irrigation area, evapotranspiration calculation, runoff calculation, water source calculation and runoff calculation are completed to obtain the flood inflow process at different inflow points in the future, that is, the inflow flow at each inflow point in each time period.

[0044] (4) Based on the flood inflow process forecast results, the water level-available channel storage relationship curve and the water level-flow curve, the scheduling strategy for each channel section is set.

[0045] This step specifically includes:

[0046] (4-1) Determine whether the target digital twin irrigation district channel has multiple inlet points in one channel section. If so, add up the flood inlet processes of all inlet points in the same channel section as one flood inlet process. If each inlet point is in a different channel section, then add up the flood inlet processes of each inlet point as one flood inlet process.

[0047] (4-2) For each flood entering the canal, calculate the total flood volume entering the canal during the current flood entering the canal , determine the total flood volume entering the canal Whether the total flood control volume is exceeded or the peak flow exceeds the standard flow of the channel flood control, query the water level-flow curve to determine whether the water level corresponding to the peak flow exceeds the warning water level; if so, execute (4-3), otherwise execute (4-4). represents the inflow flow at the jth inflow point in time period t, T represents the total number of time periods included in the current flood inflow process, and J represents the number of inflow points belonging to the same canal section in the current flood process. is the duration of the time period;

[0048] (4-3) The scheduling strategy before the flood is set as the first flood discharge operation strategy, that is, all the spillway gates and control gates in each channel section downstream of the channel inlet point are opened; thus, the channel is emptied for pre-discharge and emergency disaster prevention preparations are made; at the end of the flood, when the future flood volume is less than the available channel storage capacity, the flood water is timely intercepted and stored, and the spillway gates and control gates are closed step by step from downstream to upstream;

[0049] (4-4) A scheduling strategy for each channel section is set based on the available channel storage capacity and the total flood volume entering the channel. The specific rules of the scheduling strategy are: when the total flood volume entering the channel is greater than or equal to the available channel storage capacity, flood discharge operation is performed; when the total flood volume entering the channel is less than the available channel storage capacity, flood storage operation is performed.

[0050] Step (4-4) specifically includes:

[0051] (4-4-1) The current flood entering the channel process is divided into M stages according to the rise, peak and fall, such as Figure 3 As shown in (a), the initial value of segment m is set to 1.

[0052] (4-4-2) For the mth stage, calculate the total flood volume entering the canal in the current stage according to the following formula: , and the average inflow flow :

[0053] ,

[0054] ,

[0055] Where, represents the flood flow in time period t, Indicates the number of time periods included in the mth stage.

[0056] (4-4-3) For each canal section, find the corresponding water level-available tank storage relationship curve, obtain the available tank storage of each canal section under the conditions of average inflow and preset initial water level, and calculate the sum of the available tank storage of each canal section downstream of the inflow point as the available tank storage of the channel. .

[0057] (4-4-4) Determine the total flood volume entering the canal at stage m And the current channel available slot capacity Size:

[0058] ① If , then determine whether there is a subsequent flood stage after the mth stage. If so, perform the second flood discharge operation, that is, quickly open the regulating gate from top to bottom, and discharge flood water from the upstream channel section to the downstream channel section step by step. For adjacent channel sections, when the flood discharge capacity of the upstream channel section is insufficient, and the water level in front of the regulating gate reaches the warning water level under the opening condition, the upstream channel section flood discharge gate is opened; when the downstream flood discharge capacity is insufficient, the water level in front of the regulating gate downstream of the channel section reaches the warning water level, then the flood discharge gate is opened. At the same time, if the capacity of the upstream channel section allows, close the upstream regulating gate, and the upstream channel section discharges flood water through the flood discharge gate. The flood discharge gate discharges flood water at the minimum value of the channel section inflow flow value and the maximum flow of the flood discharge gate. When m=1, it is the flood rising stage, then the initial state channel flood discharge gate is closed. If , the channel gate state at the beginning of the time period is the adjusted state of the previous time period. If m = M, meaning there is no flood in the next stage, the scheduling strategy for this stage is set to a flood storage strategy. Specifically, close the spillway gates of all channel sections and close the upstream channel section control gates one by one from downstream to upstream, so that the water level in front of the control gates of each channel section reaches the warning water level one by one from downstream to upstream. Then find the first channel section k that fails to reach the warning water level. Calculate the water level in front of the gates of channel section k in the current stage based on the water level-available channel storage curve. This will provide the water level status of each channel section after scheduling.

[0059] Among them, k is satisfied The channel section number, 、 Respectively represent the storage capacity of channel sections k and k' in the mth stage. Specifically, we can first determine whether If not, then judge the upstream channel section step by step until , , we get channel section k, which means that the downstream channels of channel section k are all full. The water level of channel section k is calculated by the following formula:

[0060]

[0061] Where, 、 Represent the water levels of channel section k in the mth and m-1th stages respectively, represents the total flood volume entering the canal in the m-1th stage, 、 They are respectively the forward function and the reverse function of the water level-available tank storage relationship curve.

[0062] ②If , then backtrack from the m-1th stage and adopt the pre-discharge operation strategy, that is, in the m-1th stage, open the flood gates of all channel sections from upstream to downstream for pre-discharge, and close the flood gates after the pre-discharge is completed; and update the available channel storage capacity according to the pre-discharge flow V m , to determine whether the updated channel flood volume meets If so, continue to backtrack to the previous stage m-2 until backtracking to stage 1. If backtracking to m=1 for pre-leakage, there is still , then the second flood discharge operation is carried out, that is, the regulating gate is opened quickly from top to bottom, and the upstream channel section is discharged step by step to the downstream channel section, and the flood discharge gate is opened at the same time to avoid overflowing the channel; if , then stop backtracking and jump to step ① to determine the subsequent stage.

[0063] Among them, the available channel storage capacity The update method is:

[0064] ,

[0065] ,

[0066] ,

[0067] Where, represents the pre-discharge flow rate of the m-1th stage, represents the flood flow into the channel of the i-th upstream channel section k+1 in the m-1th stage, represents the discharge of the ith upstream channel section floodgate at channel section k+1 in the m-1th stage, I k Indicates the number of upstream channels of channel section k+1. When the channels are connected in parallel, I k >1, when the canal sections are connected in series I k =1, C 1 represents the discharge coefficient when there is no bottom sill. C 2 is the bottom sill correction coefficient, C s is the flooding discharge coefficient, b is the width of the water section, e is the gate opening height, h is the upstream water depth including the head of the traveling velocity, h sis the tailwater depth above the sill, and g is the acceleration due to gravity.

[0068] (4-4-5) Set m=m+1 and return to execute (4-4-2) until m=M and the loop stops.

[0069] (5) Construct a one-dimensional hydrodynamic model of the target digital twin irrigation district and simulate the flood evolution process under different initial water levels according to the set scheduling strategy.

[0070] Specifically, different initial water levels and flood inflow processes are used as boundary conditions. According to the scheduling rules of the control gate and flood discharge gate in the scheduling strategy of step (4), the flood evolution process is simulated and predicted at a certain time step. The water level and flow process of the typical channel section, the gate opening and closing time, the flood discharge volume, and the channel water storage volume after the flood are calculated to achieve channel flood control pre-drill.

[0071] (6) Determine whether all preset indicators in the simulation results of the flood evolution process meet the preset requirements. If not, update the scheduling strategy until the preset requirements are met, and use the scheduling strategy of each channel section at this time as the optimal scheduling plan.

[0072] For example, whether the channel overflows or other situations occur can be used as a preset indicator for judgment. Whether the channel water storage capacity reaches the preset requirements after the flood ends can also be used as a preset indicator for judgment. The scheduling strategy of the corresponding channel section can be updated according to the situation until the optimal scheduling plan is obtained.

[0073] Example 2

[0074] The present invention provides a digital twin irrigation district flood control scheduling optimization system for mountain canal systems. This system can be implemented using software and / or hardware, and includes:

[0075] The information acquisition module is used to obtain the topological information and runoff information of the target digital twin irrigation area;

[0076] The relationship curve fitting module is used to divide the target digital twin irrigation area into several canal sections based on its topological information, construct a one-dimensional hydrodynamic model of the canal section, and calculate the water level-available tank storage relationship curve and water level-flow curve for each canal section;

[0077] The flood forecasting module is used to build a runoff forecasting model for the target digital twin irrigation district based on its runoff information, and to forecast the flood inflow process at different inflow points.

[0078] The scheduling strategy setting module is used to set the scheduling strategy for each channel section based on the flood inflow process forecast results, the water level-available tank storage relationship curve and the water level-flow curve;

[0079] The flood simulation module is used to build a one-dimensional hydrodynamic model of the target digital twin irrigation district and simulate the flood evolution process under different initial water levels according to the set scheduling strategy;

[0080] The scheduling optimization module is used to determine whether all preset indicators in the simulation results of the flood evolution process meet the preset requirements. If not, the scheduling strategy is updated until the preset requirements are met, and the scheduling strategy of each channel section at this time is used as the optimal scheduling plan.

[0081] The relationship curve fitting module specifically includes:

[0082] The segmentation unit is used to divide the channel into several segments with the control gate as the dividing point according to the topological information of the target digital twin irrigation district channel;

[0083] A model building unit, used to build a one-dimensional hydrodynamic model for each channel section;

[0084] The hydrodynamic process solving unit is used to solve the one-dimensional hydrodynamic model of each channel section and obtain the hydrodynamic process of the channel section under different initial water levels and different inflow conditions;

[0085] The water level-available tank storage relationship curve fitting unit is used to obtain the available tank storage under different initial water levels and different inflow conditions of each canal section based on the canal section hydrodynamic process, and fit it into a water level-available tank storage relationship curve, where the available tank storage is the product of the time it takes for the current water level of the canal section to rise to the warning water level and the inflow;

[0086] The water level-flow curve fitting unit is used to obtain the water surface line of each channel section under different flow rates when the downstream channel section regulating gate is opened according to the hydrodynamic process of the channel section, and fit it into a water level-flow curve.

[0087] The flood forecast module specifically includes:

[0088] A model building unit, used to establish a runoff forecast model of the target digital twin irrigation area based on the runoff information of the target digital twin irrigation area;

[0089] The flood process forecasting unit is used to complete evapotranspiration calculation, runoff calculation, water source calculation and runoff calculation based on the target digital twin irrigation area's runoff forecasting model, thereby obtaining the flood inflow process at different inflow points in the future, that is, the inflow flow at each inflow point in each time period.

[0090] The scheduling strategy setting module specifically includes:

[0091] The flood process confirmation unit is used to determine whether the target digital twin irrigation area channel has multiple inlet points in one channel section. If so, the flood inlet processes of all inlet points belonging to the same channel section are added together as one flood inlet process. If each inlet point is in a different channel section, the flood inlet process of each inlet point is taken as one flood inlet process.

[0092] The judgment unit is used to calculate the total flood volume entering the canal during each flood entering the canal. , determine the total flood volume entering the canal Whether the total flood control volume is exceeded or whether the peak flow exceeds the standard flow of the channel flood control; query the water level-flow curve to determine whether the water level corresponding to the peak flow exceeds the warning water level; if so, the first flood discharge operation strategy unit is executed, otherwise the scheduling strategy determination unit is executed;

[0093] The first flood discharge operation strategy unit is used to set the scheduling strategy before the flood to the first flood discharge operation strategy, that is, all the flood discharge gates and control gates of each channel section downstream of the channel inlet point are opened for pre-discharge;

[0094] The scheduling strategy determination unit is used to obtain the available channel storage capacity according to the water level-available channel storage capacity relationship curve, and set the scheduling strategy of each channel section according to the available channel storage capacity and the total flood volume entering the channel. The specific rules of the scheduling strategy are: when the total flood volume entering the channel is greater than or equal to the available channel storage capacity, the flood discharge operation is performed; when the total flood volume entering the channel is less than the available channel storage capacity, the flood storage operation is performed, wherein the available channel storage capacity is the sum of the channel storage capacities of each channel section downstream of the channel entry point.

[0095] The scheduling strategy determination unit specifically includes:

[0096] The stage division subunit is used to divide the current flood process into M stages according to the rise, peak and fall of flood, and the initial value of the stage number m is set to 1;

[0097] The inflow and total amount calculation subunit is used to calculate the total flood volume in the canal at the mth stage. , and based on the total flood volume entering the canal Calculate the average inflow flow;

[0098] The channel available tank storage calculation subunit is used to find the corresponding water level-available tank storage relationship curve for each channel section, obtain the available tank storage of each channel section under the average inflow and preset initial water level conditions, and calculate the sum of the available tank storage of each channel section downstream of the inflow point as the channel available tank storage ;

[0099] The first judgment subunit is used to judge the total flood volume entering the canal in the mth stage And the current channel available slot capacity The second judgment subunit is used to determine the size of , then determine whether there is a subsequent flood stage after the mth stage;

[0100] If there is a subsequent flood stage after the mth stage, the scheduling strategy for the mth stage is set to the second flood discharge operation strategy, that is, the control gate is opened quickly from top to bottom, and the upstream channel section is discharged step by step to the downstream channel section;

[0101] If there is no subsequent flood stage after the mth stage, that is, when m = M, the scheduling strategy for the mth stage is set to the flood storage strategy, that is, close the flood discharge gates of all channel sections, close the upstream channel section control gates one by one from downstream to upstream, so that the water level in front of the control gates of each channel section reaches the warning water level one by one from downstream to upstream, and find the first channel section k that fails to reach the warning water level. The water level of channel section k is calculated according to the water level-available channel storage curve;

[0102] The third judgment subunit is used to , then backtrack from the m-1th stage and set the scheduling strategy for the m-1th stage as the pre-discharge operation strategy, that is, in the m-1th stage, the flood gates of all channel sections from upstream to downstream are opened for pre-discharge, and the flood gates are closed after the pre-discharge is completed; and the available channel storage capacity is updated according to the pre-discharge flow V m , to determine whether the updated channel flood volume meets If so, continue to trace back to the m-2 stage until you reach the 1st stage. If you trace back to the 1st stage for pre-discharge, there is still , then the scheduling strategy of the mth stage is set to the second flood discharge operation strategy; until , stop backtracking; execute traversal judgment subunit;

[0103] The traversal judgment subunit is used to set m=m+1, return to execute the inlet flow and total amount calculation subunit, and stop the loop when m=M.

[0104] The system provided in the embodiment of the present invention can be used to execute the method provided in the first embodiment of the present invention, and has the corresponding functions and beneficial effects of executing the method.

[0105] It is worth noting that in the embodiment of the above system, the various units and modules included are only divided according to functional logic, but are not limited to the above division, as long as the corresponding functions can be achieved; in addition, the specific names of the functional units are only for the convenience of distinguishing each other, and are not used to limit the scope of protection of the present invention.

[0106] The embodiments described above are merely illustrative, wherein the modules described as separate components may or may not be physically separate, and the components shown as modules may or may not be physical modules, i.e., they may be located in one place or distributed across multiple network modules. Some or all of the modules may be selected based on actual needs to achieve the objectives of the present embodiment. Those skilled in the art will readily appreciate that each embodiment may be implemented using software plus a necessary general-purpose hardware platform, or may be implemented solely through hardware, as long as the functionality or effect can be achieved.

[0107] The following simulation demonstrates the present invention, using the flood control and scheduling of a canal system in a specific digital twin irrigation district as an application case. The district's main canal and the first and second main canals, along with flood discharge and regulation facilities, set specific flood control water levels. A strict responsibility system for the operation of control and discharge gates is implemented, allowing for continuous water diversion adjustments. During the main flood season, dedicated personnel are stationed at each water level observation point around the clock, reporting accurate water level records to the central flood control headquarters' water situation team at 8:00, 12:00, and 18:00 daily.

[0108] Take some canal sections of the target digital twin irrigation area for case application. According to the topological division, there are 4 canal sections in total, such as Figure 4 The channel section is designed with an upper width of 8 m, a bottom width of 8 m, and a channel depth of 4.3 m. The design parameters of the regulating gate and spillway are shown in Table 1. A one-dimensional hydrodynamic model was constructed to calculate the water level-available channel storage capacity relationship curve and the water level-discharge relationship curve for each channel section. Figure 5 The water level-available tank storage relationship curve of the target digital twin irrigation district is shown in Table 2. It can be seen that as the inflow flow increases, the available tank storage corresponding to the unit water level increment decreases. Figure 6 The water level-flow relationship curve of the target digital twin irrigation area shows that the greater the flow, the higher the water level. This embodiment takes a flood entering the canal as an example to calculate the flood process at the canal entry point, such as Figure 7 As shown, the flood entering the channel process is segmented according to the rise-peak-fall, with a total of 6 sections. According to the flood forecast and segmentation results, the scheduling strategy is set for each channel section, the flood storage capacity, flood discharge capacity, and the opening and closing status of the regulating gate and flood discharge gate of each channel section are calculated, and the available channel storage capacity and the water level in front of the gate are updated stage by stage. The scheduling results are shown in Tables 3 and 4. The full flood discharge strategy (that is, after the flood enters the channel, the flood discharge is carried out according to the flood discharge capacity of each channel section at each stage, and the flood volume remaining after the flood is the intercepted flood volume) and the full flood discharge strategy (that is, each channel first stores flood water from downstream to upstream, and if the flood volume entering the channel is greater than the available channel storage volume, the flood discharge operation is carried out) are compared with the strategy of the present invention. It can be analyzed from the results that for the predicted flood in the embodiment, the full flood discharge strategy failed to pre-discharge and evacuate the reservoir capacity during the flood rising stage. When responding to the 450,000 flood volume in segment 2, the overall available channel storage capacity was insufficient, and 11,970m 3The flood storage capacity at the end of the flood season reached 363,150m 3 The full flood discharge strategy adopts the form of full opening of the flood gate to discharge floods in stages, and achieves full flood discharge for the predicted flood in the embodiment. The flood is intercepted and stored at the end of the flood period, with a flood storage capacity of 96480m 3 The strategy of the present invention effectively dispatches flood discharges based on flood forecasts and stores floodwaters at the end of the flood period, realizing flood resource utilization. As shown in Table 4, the strategy of the present invention schedules the opening and closing of the regulating gates and flood discharge gates according to the flood stage. Discharge operations are interspersed with flood stages, ensuring channel flood control safety while also storing floodwaters in a timely manner and retaining rainwater resources.

[0109] Table 1 Gate design parameters

[0110] Gate name Elevation (m) Design flow Number of holes Hole width Kong Gao length Section 1 Regulating Gate 470.710 20 3 2 6 3 Section 2 Regulating Gate 470.410 20 3 2 6 3 Section 3 control gate 469.380 20 3 2 6 3 Channel section 4 gate 468.950 20 3 2 6 3 Section 1 floodgate 470.710 20 1 2 6 3 Section 2 Floodgate 469.850 20 1 2 6 3 Section 3 floodgate 468.920 20 1 2 6 3 Section 4 floodgate 468.950 20 1 2 6 3

[0111] Table 2 Relationship between water level and available tank storage capacity in canal section 1 of the target digital twin irrigation area

[0112]

[0113] Table 3 Calculation results of gate opening and closing

[0114]

[0115] Table 4 Calculation results of gate opening and closing

[0116]

[0117] It should be understood that the above embodiments and descriptions only describe the principles, main features and advantages of the present invention. Without departing from the spirit and scope of the present invention, the present invention may be subject to various changes and improvements, and these changes and improvements all fall within the scope of protection of the present invention.

Claims

1. A digital twin irrigation district flood control scheduling optimization method along the mountain canal system, characterized by: The steps include: (1) Obtain the topological information and runoff information of the target digital twin irrigation area; (2) Based on the topological information of the target digital twin irrigation district, the target digital twin irrigation district is divided into several canal sections, and a one-dimensional hydrodynamic model of the canal section is constructed to calculate the water level-available tank storage relationship curve and water level-flow curve of each canal section; (3) Based on the runoff information of the target digital twin irrigation area, a runoff prediction model for the target digital twin irrigation area is constructed to predict the flood inflow process at different inflow points; (4) Based on the flood inflow process forecast results, the water level-available channel storage relationship curve and the water level-flow curve, the scheduling strategy for each channel section is set; (5) Construct a one-dimensional hydrodynamic model of the target digital twin irrigation district and simulate the flood evolution process under different initial water levels according to the set scheduling strategy; (6) Determine whether all preset indicators in the simulation results of the flood evolution process meet the preset requirements. If not, update the scheduling strategy until the preset requirements are met, and use the scheduling strategy of each channel section at this time as the optimal scheduling plan.

2. The digital twin irrigation district flood control scheduling optimization method along the mountain canal system according to claim 1 is characterized in that: Step (2) specifically includes: (2-1) Based on the topological information of the target digital twin irrigation district channel, the channel is divided into several sections with the regulating gate as the dividing point; (2-2) Construct a one-dimensional hydrodynamic model for each canal section; (2-3) Solve the one-dimensional hydrodynamic model of each canal section to obtain the hydrodynamic process of the canal section under different initial water levels and different inflow conditions; (2-4) Based on the hydrodynamic process of the canal section, the available tank storage capacity under different initial water levels and different inflow conditions of each canal section is obtained and fitted into a water level-available tank storage relationship curve, where the available tank storage capacity is the product of the time it takes for the current water level in the canal section to rise to the warning water level and the inflow flow; (2-5) Based on the hydrodynamic process of the channel section, the water surface line of each channel section at different flow rates when the downstream channel section regulating gate is open is obtained and fitted into a water level-flow curve.

3. The digital twin irrigation district flood control scheduling optimization method along the mountain canal system according to claim 1 is characterized in that: Step (3) specifically includes: (3-1) Establish a runoff forecast model for the target digital twin irrigation district based on the runoff information of the target digital twin irrigation district; (3-2) Based on the runoff forecast model of the target digital twin irrigation area, evapotranspiration calculation, runoff calculation, water source calculation and runoff calculation are completed to obtain the flood inflow process at different inflow points in the future, that is, the inflow flow at each inflow point in each time period.

4. The digital twin irrigation district flood control scheduling optimization method along the mountain canal system according to claim 1 is characterized in that: Step (4) specifically includes: (4-1) Determine whether the target digital twin irrigation district channel has multiple inlet points in one channel section. If so, add up the flood inlet processes of all inlet points in the same channel section as one flood inlet process. If each inlet point is in a different channel section, then add up the flood inlet processes of each inlet point as one flood inlet process. (4-2) For each flood entering the canal, calculate the total flood volume entering the canal during the current flood entering the canal , determine the total flood volume entering the canal Whether the total flood control volume is exceeded or the peak flow exceeds the channel flood control standard flow, query the water level-flow curve to determine whether the water level corresponding to the peak flow exceeds the warning water level; if so, execute (4-3), otherwise execute (4-4); (4-3) The scheduling strategy before the flood is set as the first flood discharge operation strategy, that is, all the flood discharge gates and control gates of each channel section downstream of the channel inlet point are opened for pre-discharge; (4-4) The available channel storage capacity is obtained based on the water level-available channel storage capacity relationship curve, and the scheduling strategy of each channel section is set according to the available channel storage capacity and the total flood volume entering the channel. The specific rules of the scheduling strategy are: when the total flood volume entering the channel is greater than or equal to the available channel storage capacity, the flood discharge operation is performed; when the total flood volume entering the channel is less than the available channel storage capacity, the flood storage operation is performed, wherein the available channel storage capacity is the sum of the channel storage capacities of each channel section downstream of the channel entry point.

5. The digital twin irrigation district flood control scheduling optimization method along the mountain canal system according to claim 4 is characterized in that: Step (4-4) specifically includes: (4-4-1) Divide the current flood into the channel process into M stages according to the rise, peak, and fall, and set the initial value of the stage number m to 1; (4-4-2) For the mth stage, calculate the total flood volume entering the canal at the current stage , and based on the total flood volume entering the canal Calculate the average inflow flow; (4-4-3) For each canal section, find the corresponding water level-available tank storage relationship curve, obtain the available tank storage of each canal section under the conditions of average inflow and preset initial water level, and calculate the sum of the available tank storage of each canal section downstream of the inflow point as the available tank storage of the channel. ; (4-4-4) Determine the total flood volume entering the canal at stage m And the current channel available slot capacity Size: ① If , then determine whether there is a subsequent flood stage after the mth stage; If there is a subsequent flood stage after the mth stage, the scheduling strategy for the mth stage is set to the second flood discharge operation strategy, that is, the control gate is opened quickly from top to bottom, and the upstream channel section is discharged step by step to the downstream channel section; If there is no subsequent flood stage after the mth stage, that is, when m = M, the scheduling strategy for the mth stage is set to the flood storage strategy, that is, close the flood discharge gates of all channel sections, close the upstream channel section control gates one by one from downstream to upstream, so that the water level in front of the control gates of each channel section reaches the warning water level one by one from downstream to upstream, and find the first channel section k that fails to reach the warning water level. The water level of channel section k is calculated according to the water level-available channel storage curve; ②If , then backtrack from the m-1th stage and set the scheduling strategy for the m-1th stage as the pre-discharge operation strategy, that is, in the m-1th stage, the flood gates of all channel sections from upstream to downstream are opened for pre-discharge, and the flood gates are closed after the pre-discharge is completed; and the available channel storage capacity is updated according to the pre-discharge flow V m , to determine whether the updated channel flood volume meets If so, continue to trace back to the m-2 stage until you reach the 1st stage. If you trace back to the 1st stage for pre-discharge, there is still , then the scheduling strategy of the mth stage is set to the second flood discharge operation strategy; until , stop backtracking; (4-4-5) Set m=m+1 and return to execute (4-4-2) until m=M and the loop stops.

6. The digital twin irrigation district flood control scheduling optimization method along the mountain canal system according to claim 5 is characterized by: The total flood volume entering the canal as described in step (4-4-2) Calculated by the following formula: ， Where, represents the flood flow in time period t, Indicates the duration of the time period. represents the number of time periods included in the mth stage; The average inlet flow is calculated by the following formula: ， Where, represents the average inflow flow in the mth stage.

7. The digital twin irrigation district flood control scheduling optimization method along the mountain canal system according to claim 5 is characterized by: Available tank storage capacity of the channel Update as follows: ， ， Where, represents the pre-discharge flow rate of the m-1th stage, represents the flood flow into the channel of the i-th upstream channel section k+1 in the m-1th stage, represents the discharge of the ith upstream channel section floodgate at channel section k+1 in the m-1th stage, I k represents the number of upstream segments of segment k+1, Indicates the duration of a time period.

8. The digital twin irrigation district flood control scheduling optimization method along the mountain canal system according to claim 7 is characterized in that: The calculation formula for the discharge of the sluice gate of the i-th upstream channel section in the m-1-th stage is: ， Where, C 1 represents the discharge coefficient when there is no bottom sill. C 2 is the bottom sill correction coefficient, C s is the flooding discharge coefficient, b is the width of the water section, e is the gate opening height, h is the upstream water depth including the head of the traveling velocity, h s is the tailwater depth above the sill, and g is the acceleration due to gravity.

9. The digital twin irrigation district flood control scheduling optimization method along the mountain canal system according to claim 5 is characterized in that: (4-4-4) The water level of the middle channel section k is calculated by the following formula: Where, 、 Represent the water levels of channel section k in the mth and m-1th stages respectively, represents the total flood volume entering the canal in the m-1th stage, 、 They are respectively the forward function and the reverse function of the water level-available tank storage relationship curve.

10. A digital twin irrigation area flood control scheduling optimization system along the mountain canal system, characterized by: include: The information acquisition module is used to obtain the topological information and runoff information of the target digital twin irrigation area; The relationship curve fitting module is used to divide the target digital twin irrigation area into several canal sections based on its topological information, construct a one-dimensional hydrodynamic model of the canal section, and calculate the water level-available tank storage relationship curve and water level-flow curve for each canal section; The flood forecasting module is used to build a runoff forecasting model for the target digital twin irrigation district based on its runoff information, and to forecast the flood inflow process at different inflow points. The scheduling strategy setting module is used to set the scheduling strategy for each channel section based on the flood inflow process forecast results, the water level-available tank storage relationship curve and the water level-flow curve; The flood simulation module is used to build a one-dimensional hydrodynamic model of the target digital twin irrigation district and simulate the flood evolution process under different initial water levels according to the set scheduling strategy; The scheduling optimization module is used to determine whether all preset indicators in the simulation results of the flood evolution process meet the preset requirements. If not, the scheduling strategy is updated until the preset requirements are met, and the scheduling strategy of each channel section at this time is used as the optimal scheduling plan.

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