Engineering optimization regulation and control method considering flood routing dynamic feedback

Abstract

The invention discloses an engineering optimization regulation and control method considering flood routing dynamic feedback, and the method comprises the steps: constructing an engineering scheduling model, constructing a hydrodynamic model, carrying out the statistical calculation of the flood diversion amount of a river channel, and constructing an engineering optimization scheduling and hydrodynamic evolution coupling model. A flood control project scheduling model is coupled with a flood routing hydrodynamic model of a downstream river channel, a project optimization regulation and control technology considering flood routing dynamic feedback is constructed, and a scheduling scheme with the minimum downstream submerging water volume and submerging range is generated. The method has the advantages that compared with a traditional scheduling mode depending on empirical and fixed scheduling procedures, dynamic feedback in the flood routing process is considered, the flood diversion water volume reduction value of the flood discharge river channel serves as an optimization index, optimal scheduling of corresponding regulation and control projects is achieved, and the purposes that the flood storage and detention areas are not started or slightly started are achieved; and a scheduling target of minimizing the overall disaster loss of the watershed is achieved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of water conservancy engineering optimal scheduling, and in particular to an engineering optimal scheduling method considering dynamic feedback of flood evolution. BACKGROUND

[0002] For the basin flood control scheduling, considering the downstream flood evolution, optimizing the flood scheduling scheme to reduce the dependence on the flood storage area is an important issue in the field of water conservancy engineering optimal scheduling. With the frequent occurrence of global extreme weather events, the risk of extreme floods also increases, and the traditional flood control engineering scheduling often relies on the flood storage area when facing extreme floods. For example, during the "23.7" basin-wide heavy flood in the Haihe River, seven flood storage areas including the Yongding River overflow area, the Xiaoqing River flood diversion area, the Langgouwa, the Dongdian, the Daluzi, the Ningjinpo, and the Xianxian overflow area were activated in Hebei Province to cope with the impact of the extreme flood. However, this scheduling method still causes huge economic losses and social impacts, so it is particularly urgent to explore an optimal scheduling scheme without or with less activation of the flood storage area. The current water conservancy engineering control system mainly relies on flood control scheduling charts or scheduling regulations, and the scheduling is carried out in combination with certain experience according to the flood situation, and the scheduling scheme and decision lack dynamic response to the changes in river flood evolution. At the same time, the existing scheduling mode is usually oriented to the key flood protection objects, ignoring the overall risk distribution of the basin, and focusing on coping with the super-standard flood by activating the flood storage area, which effectively relieves the flood pressure in local areas, but also brings huge economic losses and social impacts. The traditional control method fails to maximize the potential of existing reservoirs and does not fully consider the evolution of discharged flood in the river, often resulting in problems such as underutilization of flood control storage capacity of upstream reservoirs and excessive inundation range of downstream flood storage areas when coping with super-standard floods. SUMMARY

[0003] The present application aims to provide an engineering optimal scheduling method considering dynamic feedback of flood evolution, thereby solving the aforementioned problems in the prior art.

[0004] To achieve the above-mentioned purpose, the technical solution adopted by the present application is as follows:

[0005] An engineering optimal scheduling method considering dynamic feedback of flood evolution, comprising the following steps,

[0006] S1, engineering scheduling model construction: based on the reservoir scheduling model and the gate scheduling model, the outflow and the gate flow are calculated, and the downstream river flood reduction value is returned to the engineering scheduling model, and the outflow or gate opening is optimized and adjusted based on the outflow or gate opening.

[0007] S2, water dynamics model construction: the discharge obtained by the initial engineering scheduling model is used as the upper boundary condition of the water dynamics model, the sluice weir engineering is used as the engineering node, a one-dimensional water dynamics model of the river channel is constructed, and the water level process line and the flow process line of each key hydrological section in the research area are accurately simulated and calculated; on this basis, a two-dimensional coupling water dynamics model of the research area and the flood diversion river channel is established combined with high-precision digital elevation model data;

[0008] S3, calculation and statistics of river diversion water quantity: based on the preset river channel topological structure relationship file in the water dynamics model, after identifying the river section where the flood diversion occurs, the weir flow formula or the sluice outlet flow formula is used to dynamically calculate the diversion flow at each hour time step, and the average diversion flow in the period is statistically summarized, so as to obtain the total diversion water quantity of each river section in the entire simulation period;

[0009] S4, construction of engineering optimization scheduling and water dynamics evolution coupling model: the topological relationship between the flood control engineering point and the flood diversion river channel is determined based on the river channel topological file of the water dynamics model, the flood diversion water quantity reduction value is determined based on the corresponding relationship between the flood diversion water quantity and the river section node, the diversion water quantity reduction value is used as the optimization scheduling index to re-distribute the discharge of each regulation engineering, and the discharge determined by the optimization scheduling is used as the new boundary condition to re-simulate the flood evolution.

[0010] Preferably, step S1 specifically includes the following contents,

[0011] S11, reservoir scheduling model: the maximum peak clipping criterion is used for the reservoir optimization scheduling, and the piecewise trial method is used. The reservoir constraint conditions include water balance constraint, reservoir maximum water level constraint, scheduling period end water level constraint, reservoir discharge capacity constraint, and reservoir discharge flow amplitude constraint. The initial simulation calculates the reservoir discharge flow according to the scheduling instruction or scheduling plan, and then the optimization adjustment is performed on the basis of the reservoir discharge flow when the flood diversion water quantity reduction value is returned to the engineering scheduling model.

[0012] S12, gate weir scheduling model: the related parameters required for the gate weir scheduling include gate bottom plate elevation, gate hole net width, normal storage water level, design flood water level, and design flow. The gate weir constraint conditions include the highest water level above the gate and the maximum discharge flow. The initial simulation sets the gate opening according to the gate opening instruction or the scheduling plan, calculates the gate flow, and then the optimization adjustment is performed on the basis of the gate opening when the flood diversion water quantity reduction value is returned to the engineering scheduling model.

[0013] Preferably, step S11 specifically includes the following contents,

[0014] S111, the initial ideal optimal solution considering only the flood control reservoir capacity constraint is

[0015]

[0016] wherein q(t) is the outflow; Q(t) is the inflow; V 防 is the flood control storage; T is the scheduling period; t is the scheduling time; Δt is the scheduling time step;

[0017] S112, the inflow Q(t) and the outflow q(t) are adjusted and calculated according to the water balance equation, and the outflow capacity constraint and the outflow allowable amplitude constraint are introduced in each time period, if the constraints are met, then step S113 is entered; otherwise, the outflow is adjusted according to the following format, and the calculation is adjusted again;

[0018] if q(t)>q(Z(t)), then q(t)=q(Z(t));

[0019] if |q(t)-q(t-1)|>Δq m , then q(t)=q(t-1)+Δq m *(q(t)-q(t-1)) / |q(t)-q(t-1)|;

[0020] wherein q(Z(t)) is the maximum flow constraint corresponding to any water level obtained by the water level-outflow relationship; Δq m is the outflow allowable amplitude constraint;

[0021] S113, the highest water level constraint is checked, if the constraint is met, then step S114 is entered; otherwise, the water quantity required to adjust to meet the highest water level constraint is calculated; and the outflow is adjusted according to the following format, and the calculation is adjusted again in step S112;

[0022] ΔV=V(Z m (t m ))-V(Z m )

[0023]

[0024] wherein T m , T e are the number of time periods in [t0,t m ] and [t m ,t0+T] respectively which are not adjusted in step S112 due to the outflow capacity constraint and the outflow allowable amplitude constraint; Z m , t m are the highest water level and the time when the highest water level appears respectively; ΔV is the water quantity required to adjust to meet the highest water level constraint;

[0025] S114, the end-of-period water level constraint is checked, if the constraint is met, then the calculation result is arranged, and the calculation is ended; otherwise, the outflow is adjusted according to the following format, and the calculation is adjusted again in step S112;

[0026]

[0027] wherein, Z end is the water level at the end of the scheduling period; Z e is the water level at the end of the current regulation period.

[0028] Preferably, the step S12 specifically comprises the following contents,

[0029] S121, setting two nodes above and below the gate, respectively, so that the nodes become the gate weir calculation river section, and according to the continuity equation and the energy conservation condition, the flow through the gate follows the following control equation;

[0030] Q1 = Q2 = Q

[0031]

[0032] wherein, Q is the flow; Q1 is the flow above the gate; Q2 is the flow below the gate; Z1 is the water level above the gate; Z2 is the water level below the gate; U1 is the flow velocity above the gate; U2 is the flow velocity below the gate; λ1 is the dynamic energy correction coefficient of the flow above the gate; λ2 is the dynamic energy correction coefficient of the flow below the gate; k is the local head loss coefficient; g is the acceleration of gravity;

[0033] S122, for the flow-through structures with gate control in open channels, the outflow belongs to weir flow under certain conditions, and changes to orifice flow under other conditions; for the water gate with wide-top weir in plain river network area, the ratio of gate opening to the difference between the water level above the gate and the elevation of the gate bottom / weir top is used to distinguish orifice flow or weir flow;

[0034] S123, according to the relationship between the water depth after the jump of the gate outflow and the water depth downstream, the gate orifice outflow is further divided into free orifice flow and submerged orifice flow; according to the basic control equation of gate weir flow, the corresponding orifice flow calculation formula is obtained;

[0035] S124, according to the relationship between the water depth downstream of the weir top and the water depth upstream, the weir flow is further divided into free weir flow and submerged weir flow; according to the basic control equation of gate weir flow, the corresponding weir flow calculation formula is obtained.

[0036] Preferably, the step S2 specifically comprises the following contents,

[0037] S21, river topology relationship construction: detailed information of river flow direction is obtained by using remote sensing image, high-precision DEM data or map data, and vectorization processing is performed, river section coding and node coding are performed on the basis of the vectorized river network, the connection relationship between each stage of the river and the spatial distribution characteristics are described, and the necessary structural framework is provided for the one-dimensional water dynamic model of the river;

[0038] S22, river boundary condition input: the upper boundary condition of the river is the discharge calculated by the engineering model, and the lower boundary condition is the flow boundary and / or water level boundary and / or water level-flow relationship and / or water level-discharge relationship boundary;

[0039] S23, river section condition input: the large section data of the river is obtained by field measurement, using total station, sonar equipment, ADCP, RTK-GPS measurement equipment, or by remote sensing technology, using laser radar, satellite to obtain high-resolution data;

[0040] S24, two-dimensional DEM data acquisition and processing: high-precision DEM data is obtained by measuring radar satellite or unmanned aerial vehicle; DEM obtained from public data sources needs to be processed, and according to the simulation area, it is cut and spliced, re-projected, and format converted, and for the part with missing values, interpolation algorithm is used for reasonable filling.

[0041] Preferably, in step S3, the river flood diversion form includes breach flood diversion, overflow flood diversion and gate flood diversion;

[0042] S31, breach flood diversion and overflow flood diversion: the flood diversion discharge of breach flood diversion and overflow flood diversion is described in the form of weir flow, and the outflow of the flood diversion outlet and the overflow discharge are calculated according to the wide-top weir flow formula;

[0043] For the breach flood diversion mode, according to the relevant dispatching rules of the local flood routing river dispatching plan, when the water level or flow of the river exceeds the highest value of the control section, natural breach will occur, or artificial breach flood diversion will be carried out according to the requirements of the plan, and the breach elevation is the top elevation of the dike minus the breach depth; for the overflow flood diversion mode, when the real-time water level of a river section exceeds its dike top design elevation, it is determined that the river section has overflow flood diversion phenomenon;

[0044] S32, gate flood diversion: the flow state of gate flood discharge is divided into free outflow and submerged outflow, for river flood diversion, the flow state is in free outflow, therefore the flood diversion discharge is calculated by the gate hole outflow formula under the free outflow state.

[0045] Preferably, in step S3, a one-to-one corresponding relationship between the total flood diversion discharge of each river section and its starting node is established, forming a data structure coupled with space and hydrological process, providing data support for subsequent dispatching analysis; after completing the first round of flood routing simulation, the obtained total flood diversion discharge is set as the flood diversion discharge reduction value of each river, which is set as an optimization index of upstream flood control engineering dispatching after statistics, and is used to build an engineering optimization dispatching and hydrodynamic evolution coupled model guided by flood peak reduction and total flood diversion control.

[0046] Preferably, step S4 specifically includes the following contents,

[0047] S41, determining the topological relationship between the flood control engineering point and the flood diversion river: based on the river topological file in the hydrodynamic model, the connection relationship data table between multiple river nodes is obtained, the upstream node number and the corresponding downstream node number are recorded, and the topological connection relationship diagram of the whole basin is generated; then starting from the specified starting node, the breadth-first search strategy is realized using the queue structure, the processed nodes are recorded in the access process, and finally the accessed nodes are summarized as a set to generate a complete downstream node set, and the influence node table of each regulation engineering is obtained; thus it can be known that each engineering node can affect the river section node, and then used to guide the engineering regulation;

[0048] S42, flood diversion water allocation for flood control engineering nodes: based on the determined corresponding relationship between the flood diversion water and the river section node, the flood diversion water that each river section node should bear is accurately calculated; then, according to the influence node list of each flood control regulation engineering, the total flood diversion water of the river section that can be regulated by each flood control engineering is counted, and the total flood diversion water is determined as the flood diversion water reduction value required for optimization of each engineering;

[0049] S43, optimization of flood control engineering: based on the proportion of the discharge water in the initial scheduling scenario to the total discharge water, the weight coefficient is determined, and the weight coefficient is used to weight and distribute the flood diversion water reduction value required for each period, so as to generate an updated discharge flow time sequence; based on the discharge flow determined by the present optimization scheduling as a new boundary condition, the flood routing simulation is re-performed.

[0050] Preferably, step S42 specifically comprises,

[0051] For the river section node affected by a single flood control engineering, the required flood diversion water reduction value is completely regulated by the engineering under the premise of ensuring the safe operation of the engineering, and the river section flood diversion water reduction value is only used as an optimization index of the engineering to dynamically adjust the flood discharge or water storage strategy of the engineering to cope with the allocated flood diversion water;

[0052] For the river section node affected by multiple flood control engineering, the flood diversion water reduction value should be reasonably allocated to each flood control engineering, and the allocation should comprehensively consider the technical parameters and operating states of each engineering, including but not limited to reservoir capacity, reservoir water level and inflow; on this basis, a weighted allocation method is adopted to divide the proportion of flood diversion water that each engineering should bear, and the flood diversion water reduction value that each regulation engineering should bear is determined as an optimization index for optimization scheduling;

[0053] The weight factor is calculated as,

[0054]

[0055] The flood diversion water reduction value allocation calculation is,

[0056]

[0057] wherein n is the total number of flood control projects; is the remaining storage capacity; is the maximum storage capacity; is the current storage capacity; is the safety margin of water level; is the maximum water level; is the current water level; is the incoming water pressure index; is the incoming water flow; a is the project scheduling priority coefficient; ω i is the weight factor of the i th project; θ is the sum of the weights of all projects; W total is the flood diversion water reduction value of the river section; W i is the flood diversion water reduction value that the i th project should bear.

[0058] Preferably, in step S43, the flood diversion water reduction value weighted distribution calculation formula is

[0059]

[0060] wherein ω t is the flow distribution weight of the i th project at time t; is the initial outflow at time t; ΔQ t is the changed flow after optimization at time t; W i is the flood diversion water reduction value that the i th project should bear; Q t is the outflow after optimization;

[0061] In the process of water storage and regulation, when the reservoir water level approaches or reaches the designed maximum limit water level, the project optimization scheduling and hydrodynamic evolution coupling model automatically switches to the emergency scheduling mode, at which time the real-time regulation is carried out according to the principle that the outflow is equal to the incoming water flow, so as to ensure the safe operation of the regulation project and prevent the safety hazards caused by over-limit water storage.

[0062] The beneficial effects of the present application are: 1. The method of the present application realizes the collaborative optimization of various types of regulation projects in the basin by constructing a dispatching model with the flood diversion water volume reduction value of key areas such as flood discharge channels and flood storage areas as the optimization objective function. In the specific implementation process, the flood diversion water volume reduction value of the main flood discharge channel downstream of the project and the flood storage area is taken as the core optimization index, and the discharge flow distribution scheme of each regulation project is dynamically adjusted in combination with the operation state of the project. The optimized dispatching strategy obtained by the method can effectively reduce the flood diversion demand of the downstream river channel, maximize the regulation and storage capacity of the flood control project, and thus realize the goal of avoiding or minimizing the use of flood storage areas as much as possible. Ultimately, the influence of flood disasters on social economy and ecological environment is minimized while meeting the requirements of flood control safety, and the total amount of basin disaster loss is minimized. 2. The traditional flood control dispatching method mainly relies on flood control dispatching charts or established dispatching procedures, and combines experience judgment to control flood, and focuses on coping with super-standard flood by enabling flood storage areas. Unlike its technical path, the method of the present application fully considers the propagation, confluence and flood diversion process of flood in the downstream river channel, takes the flood diversion water volume reduction value under each large flood situation as the core dispatching optimization index, and constructs an optimized dispatching model with time and space characteristics. Through adaptive analysis of different basin structures and different flood characteristics, the optimal dispatching scheme under various flood situations is adaptively generated, which has strong universality. It can effectively reduce the personnel casualties and property losses caused by flood disasters, and improve the response ability and safety guarantee level of the flood control system. BRIEF DESCRIPTION OF DRAWINGS

[0063] Figure 1 is a flow chart of the project optimization regulation method in the embodiment of the present application;

[0064] Figure 2 is an optimized dispatching flow chart based on the coupling model of project optimization dispatching and hydrodynamics evolution in the embodiment of the present application. DETAILED DESCRIPTION

[0065] In order to make the purpose, technical scheme and advantages of the present application more clear and explicit, the present application will be further described in detail below with reference to the drawings. It should be understood that the specific embodiments described herein are only used to explain the present application, and are not used to limit the present application.

[0066] In view of the problems that the current traditional scheduling mechanism is mostly based on a predetermined plan, and when extreme rainstorm is encountered, the flood control storage capacity of the upstream water conservancy project cannot be fully utilized, and the downstream flood storage area is prematurely activated or the inundation range is too large, an engineering optimization control method considering dynamic feedback of flood evolution is provided. The method fully utilizes the storage capacity of the upstream flood control project and the storage and regulation effect of the main flood discharge river, and by coupling the flood control project scheduling model with the downstream river flood evolution hydrodynamic model, an engineering optimization control technology considering dynamic feedback of flood evolution is constructed, a scheduling scheme with minimum downstream inundation water quantity and inundation range is generated, the activation of the flood storage area is avoided or minimized, the overall disaster loss of the basin is minimized, and the water safety guarantee capacity is further improved.

[0067] The flood diversion water quantity is an important factor affecting the disaster loss degree of the basin, and the purpose is to reduce the flood pressure of the main flood discharge river or reservoir, and to introduce part of the flood into the flood storage area or other river to reduce the threat of the flood to the protected object. The activation of the flood diversion measure needs to consider many factors, including the river flood water quantity, the design flood storage water quantity of the flood storage area, the overall planning of the flood control system, etc. Although the river flood diversion can effectively alleviate the flood pressure in the local area, it also brings huge economic loss and social influence. Therefore, under the premise of ensuring the flood control safety of the basin, unnecessary flood diversion water quantity should be reduced as much as possible, and the effective storage and regulation of the flood should be realized through the flood control project system or the existing flood discharge channel. Based on this concept, the method of the application proposes to take the flood diversion water quantity reduction value as the key scheduling index, and combines the scheduling optimization algorithm to control and optimize the operation of the flood control project. The method of the application first performs preliminary flood evolution simulation according to the preset scheduling plan or specific scheduling instruction. In this process, the flood evolution process of the main flood discharge river and the key area under the given scheduling plan is accurately analyzed and calculated. Based on the preset optimization target, the river flood diversion water quantity of each potential inundation area is calculated, the target reduction value of the flood diversion water quantity of each engineering node is determined, and the value is fed back to the engineering scheduling model. The flood diversion water quantity reduction value of each engineering node is determined according to the total flood diversion quantity of all related river sections in its control range. When the water level reaches the set highest warning water level, the reservoir discharge flow process will be dynamically adjusted according to the actual inflow process and the preset safety control condition. After receiving the above feedback information, the engineering scheduling model increases the storage capacity of the reservoir and other flood control engineering facilities on the basis of the initial scheduling scheme, and correspondingly reduces the downstream flood discharge flow, so as to minimize the flood diversion water quantity. This process not only ensures the safe operation of the flood control project, but also effectively realizes the goal of avoiding or minimizing the use of the flood storage area as much as possible. Figure 1 As shown in the figure, the method specifically includes the following parts:

[0068] I. Engineering scheduling model construction

[0069] Based on the reservoir operation model and the sluice gate operation model, the outflow flow and the gate flow are calculated respectively. After the reduction value of the downstream river diversion flood volume is returned to the engineering operation model, the optimization adjustment is carried out based on the outflow flow or gate opening.

[0070] 1.1 Reservoir Operation Model

[0071] Reservoir optimization operation uses a segmented trial algorithm based on the maximum peak-cutting criterion. Reservoir constraints include water balance constraints, maximum reservoir water level constraints, water level constraints at the end of the operation period, reservoir discharge capacity constraints, and outflow flow fluctuation constraints. The initial simulation calculates outflow flow based on the operation instructions or operation plan. When the downstream river diversion volume reduction value is returned to the engineering operation model, optimization adjustments are made based on this outflow process. The reservoir operation principle is as follows:

[0072] (1) The initial ideal optimal solution considering only the flood control reservoir capacity constraint:

[0073]

[0074] Where, q(t) is the discharge flow (m 3 / s), Q(t) is the inflow flow (m 3 / s), V 防 is the flood control storage capacity (m 3 ), T is the scheduling period; t is the scheduling time; Δt is the scheduling time step.

[0075] (2) Q(t) and q(t) are calculated and adjusted according to the water balance formula, and the discharge capacity constraint and the allowable fluctuation constraint of the outflow are introduced in each time period. If the constraints are met, go to (3). Otherwise, adjust the outflow according to the following format:

[0076] If q(t)>q(Z(t)), then let q(t)=q(Z(t));

[0077] If |q(t)-q(t-1)|>Δq m , then let q(t)=q(t-1)+Δq m *(q(t)-q(t-1)) / |q(t)-q(t-1)|;

[0078] Rescale the calculation.

[0079] Among them, q(Z(t)) is the maximum flow constraint (m) corresponding to any water level obtained from the water level discharge relationship. 3 / s), Δq m Allowable amplitude constraint for outbound delivery (m 3 / s), q(t) is the discharge flow (m 3 / s).

[0080] (3) Check the highest water level constraint. If it is satisfied, go to (4). Otherwise:

[0081] Calculate the amount of water ΔV that needs to be adjusted to meet the maximum water level constraint:

[0082] ΔV=V(Z m (t m ))-V(Z m ) (1-2)

[0083] Adjust the outbound flow rate as follows:

[0084]

[0085] Among them, T m 、T e are [t0,t m ] and [t m ,t0+T], the number of time periods that are not adjusted in step (2) due to the constraints of discharge capacity and allowable range of outflow, Z m , t m are the maximum water level and the time when the maximum water level occurs, respectively; q(t) is the discharge flow; and ΔV is the amount of water required to adjust to meet the maximum water level constraint.

[0086] Go to (2) and readjust the calculation.

[0087] (4) Check the end-of-period water level constraint. If it is satisfied, sort out the calculation results and end the calculation. Otherwise:

[0088]

[0089] Go to (2) and readjust the calculation.

[0090] Among them, Z end Set the water level at the end of the dispatch period (m), Z e is the water level at the end of this regulation period (m), q(t) is the discharge flow (m 3 / s), T e The number of time periods that are not adjusted due to discharge capacity constraints and allowable fluctuation constraints on outflow.

[0091] 1.2. Sluice and Weir Operation Model

[0092] The relevant parameters required for sluice gate scheduling include the elevation of the gate bottom plate, the net width of the gate hole, the normal water storage level, the design flood level, the design flow, etc. The highest water level on the gate and the maximum downstream flow are used as the constraints of the sluice gate. The initial simulation can set the gate opening according to the gate opening instruction or scheduling plan, and calculate the flow through the gate. When the flood diversion reduction value is returned to the engineering scheduling model, the gate opening is optimized and adjusted based on this.

[0093] (1) Since the water flow through the gate is a rapid flow in an open channel, the Saint-Venant equations describing slow flow are not applicable to the gate-weir section and require special treatment based on its hydraulic characteristics. Two upper and lower nodes are set above and below the gate, respectively, so that the section between the nodes becomes the gate-weir calculation section. According to the continuity equation of flow and the energy conservation condition, the water flow through the gate follows the following control equation:

[0094] Q1=Q2=Q (1-6)

[0095]

[0096] Where Q is the flow rate (m 3 / s), Q1 is the flow rate on the gate (m 3 / s), Q2 is the flow rate below the gate (m 3 / s), Z1 is the water level above the gate (m), Z2 is the water level below the gate (m), U1 is the flow velocity above the gate (m / s), U2 is the flow velocity below the gate (m / s), λ1 is the kinetic energy correction coefficient of the water above the gate, λ2 is the kinetic energy correction coefficient of the water below the gate, k is the local head loss coefficient, g is the acceleration of gravity (m / s 2 ).

[0097] (2) For open channel sluice gates, the outflow is weir flow under certain conditions and can be converted to orifice flow under other conditions. For sluice gates in plain river networks, which mostly use wide-crowned weirs, the following formula can be used to distinguish:

[0098]

[0099] Among them, e is the gate opening (m), Z1 is the water level above the gate (m), Z B is the elevation of the sluice bottom / weir top (m)

[0100] (3) Based on the relationship between the water depth after the gate outflow jump and the downstream water depth, the gate orifice outflow is further divided into free orifice flow and submerged orifice flow. According to the basic control equation of the gate weir flow, the corresponding orifice flow calculation formula can be obtained as follows:

[0101]

[0102] Where Q is the flow rate (m 3 / s), e is the gate opening (m), Z B is the gate bottom plate / weir top elevation (m), Z1 gate upper water level (m), Z2 gate lower water level (m), M is the discharge coefficient, and B is the net width of the gate opening (m).

[0103] (4) According to the relationship between the water depth downstream and upstream of the weir crest, weir flow is further divided into free weir flow and submerged weir flow. According to the basic governing equation of sluice weir flow, the corresponding weir flow calculation formula can be obtained as follows:

[0104]

[0105] where Q is the flow rate (m 3 / s); Z B is the gate bottom / weir crest elevation (m); M is the flow coefficient; σ is the submergence coefficient; B is the gate opening net width (m), and Z1 is the upstream water level (m).

[0106] II. Construction of the hydrodynamic model

[0107] The discharge obtained from the initial project operation model was used as the upper boundary condition of the hydrodynamic model, and the sluice weir project was used as the engineering node to construct the one-dimensional hydrodynamic model of the river channel. The water level and flow process lines of the key hydrological sections in the study area were accurately simulated and calculated. On this basis, combined with high-precision digital elevation model (DEM) data, a two-dimensional coupling hydrodynamic model of the study area and the flood diversion channel was established. Through the coupling model, the flood diversion water quantity and its spatiotemporal distribution characteristics of the flood diversion channel under different operation schemes or scenarios can be accurately identified and analyzed, and the flood diversion water quantity reduction value required by each river channel can be calculated accordingly. This flood diversion water quantity reduction value, as the key feedback information, is transmitted to the operation model in real time to drive the optimization adjustment of the subsequent operation scheme.

[0108] The one-dimensional hydrodynamic model was constructed based on the Saint-Venant equation set:

[0109]

[0110] where A is the cross-sectional area (m 2 ), Q is the cross-sectional flow rate (m 3 / s), t is the time (s), x is the river length in the river direction (m), q is the interval inflow (m 3 / s), u is the lateral inflow velocity in the river direction (m / s), α is the momentum correction coefficient, g is the gravitational acceleration (m / s 2 ), y is the water level (m), and S f is the friction slope.

[0111] The two-dimensional hydrodynamic equation was built using the two-dimensional shallow water equation:

[0112]

[0113]

[0114] where U is the conservative physical quantity vector, E is the x-direction flux vector, G is the y-direction flux vector, S is the source term vector, x and y represent the two directions of the plane Cartesian coordinate, t represents the time (s), h represents the water depth (m), u and v represent the flow velocities in the x and y directions (m / s), and Zb represents the water bottom elevation (m), n represents the water bottom roughness, S 0x represents the river bottom gradient in the x direction, S 0y represents the river bottom gradient in the y direction, S fx represents the frictional gradient in the x direction, S fy represents the frictional gradient in the y direction.

[0115] 2.1, river topology relationship construction

[0116] Based on the Saint-Venant equation set, the construction of the river one-dimensional hydrodynamic model first needs complete river topology relationship, which not only affects the construction and solving efficiency of the model, but also directly determines the accuracy and reliability of the simulation results. The detailed information of the river flow direction is obtained by using remote sensing images, high-precision DEM data or map data, etc. and vectorization processing is carried out. On the basis of the vectorized river network, river section coding and node coding are carried out, and the connection relationship and spatial distribution characteristics between each node of the river are described, providing the necessary structural framework for the river one-dimensional hydrodynamic model.

[0117] 1.2, river boundary condition input

[0118] The upper boundary condition of the river adopts the discharge calculated by the engineering scheduling model, and the lower boundary condition can adopt the flow boundary, water level boundary, water level-flow relationship, water level-discharge relationship boundary, etc. The time resolution should be hourly data.

[0119] 1.3, river section condition input

[0120] The river section data can be obtained by field measurement using total station, sonar equipment, ADCP, RTK-GPS, etc. measurement equipment, or by remote sensing technology, using laser radar, satellite, etc. to obtain high-resolution data. The data resolution should meet the section spacing ≤500m; the connection and bending places of the river need to be locally encrypted, with a spacing of ≤100m; the section range should be extended by 50m outside the river management range.

[0121] 1.4, two-dimensional DEM data acquisition and processing

[0122] DEM data directly reflects the height change of the simulated area, which affects the simulation results such as water flow propagation path, inundation range, and inundation depth. High-precision DEM data can be obtained by measuring radar satellite or unmanned aerial vehicle aerial photography. The DEM obtained from public data sources needs to be processed, such as cutting and splicing, re-projection, format conversion, etc. according to the simulation area. For parts with numerical missing values, interpolation algorithm should be used for reasonable filling. The DEM data format is tif format, and the spatial resolution is recommended to be ≤5m.

[0123] Three, calculation and statistics of river flood diversion discharge

[0124] Based on the preset river channel topological structure relationship file in the hydrodynamic model, after identifying the river section where the flood diversion occurs, the weir flow formula or the gate outlet flow formula is used to dynamically calculate the flood diversion flow at each hour time step, and the average flood diversion flow in the period is statistically summarized, so as to obtain the total flood diversion water quantity of each river section in the whole simulation period. Among them, the river flood diversion forms include breach flood diversion, overflow flood diversion and gate flood diversion.

[0125] 3.1, breach flood diversion and overflow flood diversion

[0126] The flood diversion water quantity of the breach flood diversion and the overflow flood diversion can be described in the form of weir flow, and the flood discharge and the overflow flow at the flood diversion opening are calculated according to the wide-top weir flow formula:

[0127]

[0128] Wherein, Q is the flow (m / s); g is the gravity acceleration (m / s); C1 and C2 represent the resistance and topographic features of water flow and other factors; Z1 is the riverbed water surface elevation (m); Z2 is the downstream water surface elevation of the breach (m); Z is the bottom elevation of the breach (m); l is the breach width (m). 3 2 b b

[0129] For the breach flood diversion mode, according to the relevant dispatching rules of the local flood discharge river channel dispatching plan, when the river water level or flow exceeds the highest value of the control section, natural breach will generally occur, or artificial breach flood diversion will be carried out according to the plan requirements, and the breach elevation is the top elevation of the dike minus the breach depth. For the overflow flood diversion mode, when the real-time water level of a river section exceeds the design elevation of its dike top, it is determined that the river section has overflow flood diversion phenomenon.

[0130] 3.2, gate flood diversion

[0131] The water flow state of gate flood discharge is divided into free outflow and submerged outflow. For river flood diversion, the water flow state is in free outflow, so the calculation formula of the flood diversion flow adopts the gate outlet flow formula under the free outflow state:

[0132]

[0133] Wherein, Q is the flood discharge flow (m / s), m is the comprehensive flow coefficient, b is the net width of the gate (m), n is the number of gates, e is the gate opening (m), h is the upstream water head (m), and g is the gravity acceleration (m / s). 3 2

[0134] ​​​​​​In this embodiment, based on the preset river channel topological structure relationship file in the water power model, including the topological connection information of the river channel number and the node number corresponding thereto, after identifying the river section where the flood diversion occurs, the weir flow formula or the gate hole outflow formula is used to dynamically calculate the flood diversion flow at each hour time step, and the average flood diversion flow in the period is statistically summarized, so as to further obtain the total flood diversion water quantity of each river section in the entire simulation period.

[0135] The total flood diversion water quantity in the entire simulation period is:

[0136]

[0137] Wherein, W total is the total flood diversion water quantity (m 3 ) in the entire simulation period, W t is the flood diversion water quantity (m 3 ) in the period t, T is the number of hours in the scheduling period, Q(t) is the flood diversion flow (m 3 / s) at t time, and Q(t+1) is the flood diversion flow (m 3 / s) at t+1 time.

[0138] The total flood diversion water quantity of each river section is associated with the starting node in a one-to-one correspondence, forming a data structure coupled with the space and hydrological process, providing data support for subsequent scheduling analysis. After completing the first round of flood evolution simulation, the obtained total flood diversion quantity is set as the flood diversion water quantity reduction value of each river channel, which is set as the optimization index of the upstream flood control engineering scheduling after statistics, and is used to build the engineering optimization scheduling and hydrodynamic evolution coupled model oriented by flood peak reduction and total flood diversion quantity control.

[0139] Four, construction of engineering optimization scheduling and hydrodynamic evolution coupled model

[0140] The topological relationship between the flood control engineering point and the flood diversion river channel is determined based on the river channel topological file of the hydrodynamic model, the flood diversion water quantity reduction value is determined based on the corresponding relationship between the flood diversion water quantity and the river section node, the discharge flow of each regulation engineering is redistributed by taking the flood diversion water quantity reduction value as the optimization scheduling index, and the discharge flow determined by the optimization scheduling this time is taken as the new boundary condition to re-perform the flood evolution simulation. The specific process is as shown in Figure 2 .

[0141] 4.1, determine the topological relationship between the flood control engineering point and the flood diversion river channel

[0142] The topological relationship is based on the river topological file in the hydrodynamic evolution model, obtains the connection relationship data table between multiple river nodes, records the upstream node number and the corresponding downstream node number, and generates a topological connection relationship diagram of the entire basin. Then starting from the specified starting node, the breadth-first search strategy (BFS) is implemented using the queue structure, the processed nodes are recorded during the access process, and finally the accessed nodes are summarized into a set to generate a complete downstream node set, and the influence node table of each regulation project is obtained. Therefore, each engineering node can affect the river section node, which is used to guide the engineering regulation.

[0143] By establishing the topological relationship between the flood control engineering points and the flood diversion river, the flood discharge river section affected by the engineering regulation can be accurately identified. The influence path and interaction mechanism between each flood control engineering (such as reservoir, sluice, etc.) and the downstream river are clear, which provides a clear logical framework for flood management. Based on this framework, when receiving the flood diversion water reduction value, the reduction value can be accurately allocated to the corresponding engineering node to realize the optimal regulation.

[0144] 4.2, flood diversion water allocation for flood control engineering nodes

[0145] Based on the determined corresponding relationship between the flood diversion water and the river section node, the flood diversion water that each river section node should bear is accurately calculated. Subsequently, according to the influence node list of each flood control regulation engineering, the total flood diversion water of the river section that can be regulated by each flood control engineering is calculated, which is determined as the flood diversion water reduction value required for the optimization of each engineering.

[0146] (1) For the river section node affected by a single flood control engineering, the required flood diversion water reduction value is completely responsible for the regulation under the premise of ensuring the safe operation of the engineering, and the river section flood diversion water reduction value is only used as an optimization index of the engineering, and the flood discharge or water storage strategy of the engineering is dynamically adjusted to cope with the allocated flood diversion water.

[0147] (2) For the river section node affected by multiple flood control engineering, for example, the main stream river section after the confluence of multiple tributaries, the flood diversion water reduction value should be reasonably allocated to each flood control engineering. The allocation needs to consider the technical parameters and operating state of each engineering, including but not limited to reservoir capacity, reservoir water level, and inflow, etc. On this basis, a weighted allocation method is used to divide the proportion of flood diversion water that each engineering should bear, and the flood diversion water reduction value that each regulation engineering should bear is determined as the optimization index for optimal regulation.

[0148] Weight factor ω i Calculation:

[0149]

[0150] Flood diversion water reduction value allocation calculation:

[0151]

[0152] where n is the total number of flood control projects, is the remaining storage capacity (m 3 ), is the maximum storage capacity (m 3 ), is the current storage capacity (m 3 ), is the safety margin of water level (m), is the maximum water level (m), is the current water level (m), is the incoming water pressure index, (m 3 / s) is the incoming water flow, a is the project scheduling priority coefficient, and ω i is the weight factor of the i-th project, and θ is the sum of the weights of all projects, W total is the flood diversion water reduction value of the river section, and W i is the flood diversion water reduction value that the i-th project should bear.

[0153] 4.3. Optimization of flood control project scheduling

[0154] The flood diversion water reduction value is used as an optimization scheduling index to redistribute the discharge of each control project. Based on the proportion of the hourly discharge to the total discharge in the initial scheduling scenario, the weight coefficient is determined. The weight coefficient is used to weight and distribute the flood diversion water reduction value required in each period, thereby generating an updated time series of discharge. In the process of water storage and regulation, when the reservoir water level approaches or reaches the designed maximum limit water level, the model automatically switches to the emergency scheduling mode, at which time real-time regulation is carried out according to the principle that the discharge is equal to the incoming water flow, to ensure the safe operation of the control project and prevent safety hazards caused by over-limit water storage.

[0155] The calculation formula of the flood diversion water reduction value distribution is as follows:

[0156]

[0157]

[0158] where ω t is the flow distribution weight of the i-th project at time t, is the initial discharge at time t (m 3 / s), ΔQ t is the changed flow after optimization at time t (m 3 / s), and W i is the flood diversion water reduction value that the i-th project should bear (m3 ), Q t is the optimized discharge (m 3 / s).

[0159] Based on the discharge determined by the optimization scheduling as a new boundary condition, the flood routing simulation is re-performed. Compared with the initial scheduling scenario, by this way, the inundation range can be significantly reduced, and the maximum reduction of the flood diversion capacity of the key river is taken as the goal, under the premise of ensuring the safe operation of each flood control project, the use of the storage and detention area is avoided or minimized as much as possible, so as to realize the minimization of the total disaster of the basin.

[0160] By adopting the above technical scheme disclosed by the application, the following beneficial effects are obtained:

[0161] The application provides an engineering optimization control method considering dynamic feedback of flood routing, and the method realizes the collaborative optimization of various control projects in the basin by constructing a scheduling model with the flood diversion capacity reduction value of key areas such as flood routing rivers and storage and detention areas as an optimization objective function. In the specific implementation process, the flood diversion capacity reduction value of the main flood routing channel downstream of the project and the storage and detention area is taken as the core optimization index, and the discharge distribution scheme of each control project is dynamically adjusted in combination with the operation state of the project. The optimization scheduling strategy obtained by the method can effectively reduce the flood diversion demand of the downstream river, maximize the regulation and storage capacity of the flood control project, and thus achieve the goal of avoiding or minimizing the use of the storage and detention area as much as possible. Finally, the influence of the flood disaster on the social economy and the ecological environment is maximally reduced while meeting the requirements of flood control safety, and the minimization of the total disaster of the basin is realized. The traditional flood control scheduling mode mainly depends on the flood control scheduling diagram or the established scheduling rules, and the flood control is performed by combining with the experience judgment, and the use of the storage and detention area is focused on to cope with the super-standard flood. Different from the technical path, the method fully considers the propagation, confluence and flood diversion process of the flood in the downstream river, takes the flood diversion capacity reduction value under each super flood situation as the core scheduling optimization index, and constructs an optimization scheduling model with time and space characteristics. Through the adaptability analysis of different basin structures and different flood characteristics, the optimal scheduling scheme under various flood situations is adaptively generated, and the method has strong universality. The method can effectively reduce the personnel casualties and property losses caused by the flood disaster, and improve the response ability and safety protection level of the flood control system.

[0162] The above only describes the preferred embodiments of the application, and it should be noted that, for ordinary skilled persons in the technical field, some improvements and refinements can be made without departing from the principles of the application, and these improvements and refinements should also be regarded as the protection scope of the application.

Claims

1. An engineering optimization and control method considering dynamic feedback of flood evolution, characterized by: The following steps are included: S1. Construction of the project dispatch model: Based on the reservoir dispatch model and the sluice gate dispatch model, the outflow and gate flow are calculated respectively. The downstream river diversion flood reduction value is returned to the project dispatch model, and then the outflow or gate opening is optimized and adjusted based on this; S2. Hydrodynamic Model Construction: Using the discharge flow obtained from the initial engineering scheduling model simulation as the upper boundary condition of the hydrodynamic model, and the sluice and weir projects as engineering nodes, a one-dimensional hydrodynamic model of the river channel was constructed. The water level and flow process lines at key hydrological sections in the study area were accurately simulated and calculated. On this basis, combined with high-precision digital elevation model data, a one- and two-dimensional coupled hydrodynamic model of the study area and the flood channel was established. S3. Calculation and statistics of river diversion flow: Based on the river channel topology relationship file preset in the hydrodynamic model, after identifying the river section where diversion occurs, the diversion flow is dynamically calculated on an hourly basis using the weir flow formula or the sluice outflow formula. The average diversion flow during this period is statistically summarized to obtain the total diversion flow volume for each river section during the entire simulation period. S4. Construction of a coupling model for engineering optimization scheduling and hydrodynamic evolution: Determine the topological relationship between flood control project points and flood diversion channels based on the river topology file of the hydrodynamic model. Determine the diversion flood volume reduction value based on the correspondence between diversion flood volume and river section nodes. Use the diversion flood volume reduction value as the optimization scheduling indicator to redistribute the downstream flow of each control project. Re-conduct flood evolution simulation based on the downstream flow determined by this optimized scheduling as the new boundary condition.

2. The engineering optimization and control method considering dynamic feedback of flood evolution according to claim 1 is characterized by: Step S1 specifically includes the following contents: S11. Reservoir Operation Model: Reservoir optimization operation adopts a segmented trial algorithm based on the maximum peak-cutting criterion. Reservoir constraints include water balance constraints, maximum reservoir water level constraints, water level constraints at the end of the operation period, reservoir discharge capacity constraints, and outflow flow fluctuation constraints. The initial simulation calculates the outflow flow according to the operation instructions or operation plan. When the downstream river diversion flood volume reduction value is returned to the project operation model, optimization adjustments are made based on this outflow flow. S12. Weir Operation Model: The relevant parameters required for weir operation include the gate bottom plate elevation, gate hole clear width, normal water level, design flood level, and design flow rate. The highest water level on the gate and the maximum discharge flow rate are used as the constraints of the weir operation. In the initial simulation, the gate opening is set according to the gate opening instruction or scheduling plan, and the flow through the gate is calculated. When the flood diversion volume reduction value is returned to the project scheduling model, the gate opening is optimized and adjusted based on this.

3. The engineering optimization and control method considering dynamic feedback of flood evolution according to claim 2 is characterized by: Step S11 specifically includes the following contents: S111. The initial ideal optimal solution considering only the flood control reservoir capacity constraint is: Among them, q(t) is the outflow flow; Q(t) is the inflow flow; V 防 is the flood control storage capacity; T is the scheduling period; t is the scheduling time; Δt is the scheduling time step; S112: The inflow Q(t) and outflow q(t) are adjusted and calculated according to the water balance formula, and the discharge capacity constraint and the outflow allowable amplitude constraint are introduced for each time period. If the constraints are met, the process proceeds to step S113; otherwise, the outflow is adjusted according to the following format and the calculation is readjusted. If q(t)>q(Z(t)), then let q(t)=q(Z(t)); If |q(t) - q(t - 1)| > Δq m , then let q(t) = q(t - 1)+Δq m *(q(t) - q(t - 1)) / |q(t) - q(t - 1)|; Where q(Z(t)) is the maximum flow constraint corresponding to any water level obtained from the water level-discharge relationship; Δq m Allow variable amplitude constraints for outbound delivery; S113: Check the maximum water level constraint. If the constraint is met, proceed to step S114. Otherwise, calculate the amount of water required to meet the maximum water level constraint. Adjust the outflow flow rate according to the following format and return to step S112 to readjust the calculation. ΔV=V(Z m (t m ))-V(Z m ) Among them, T m 、T e are [t0,t m ] and [t m ,t0+T], the number of time periods that are not adjusted in step S112 due to the discharge capacity constraint and the allowable range constraint of the outbound flow; Z m , t m are the highest water level and the time when the highest water level occurs, respectively; ΔV is the amount of water required to adjust to meet the highest water level constraint; S114. Check the end-of-period water level constraint. If the constraint is satisfied, organize the calculation results and end the calculation. Otherwise, adjust the outflow flow according to the following format and return to step S112 to readjust the calculation. Among them, Z end Set the water level for the end of the dispatch period; Z e This is the water level at the end of this regulation period.

4. The engineering optimization and control method considering dynamic feedback of flood evolution according to claim 3 is characterized by: Step S12 specifically includes the following contents: S121. Set two nodes above and below the gate, respectively, so that the section between the nodes becomes the gate and weir calculation section. Based on the flow continuity equation and energy conservation condition, the water flow through the gate follows the following control equation; Q1=Q2=Q Wherein, Q is the flow rate; Q1 is the flow rate above the gate; Q2 is the flow rate below the gate; Z1 is the water level above the gate; Z2 is the water level below the gate; U1 is the flow velocity above the gate; U2 is the flow velocity below the gate; λ1 is the kinetic energy correction coefficient of the water above the gate; λ2 is the kinetic energy correction coefficient of the water below the gate; k is the local head loss coefficient; g is the acceleration of gravity; S122. For open channel structures with gates, outflow is weir flow under certain conditions and orifice flow under other conditions. For sluice gates with broad-crowned weirs in plain river networks, orifice flow or weir flow is determined based on the ratio of the gate opening to the difference between the water level above the gate and the gate bottom / crimson elevation. S123. Based on the relationship between the water depth after the gate outflow jump and the downstream water depth, the gate orifice outflow is further divided into free orifice flow and submerged orifice flow. Based on the basic governing equation for gate weir flow, the corresponding orifice flow calculation formula is obtained. S124. Based on the relationship between the water depth downstream and upstream of the weir crest, weir flow is further divided into free weir flow and submerged weir flow; based on the basic control equation of sluice weir flow, the corresponding weir flow flow calculation formula is obtained.

5. The engineering optimization and control method considering dynamic feedback of flood evolution according to claim 4 is characterized by: Step S2 specifically includes the following contents: S21. River channel topology construction: Utilize remote sensing images, high-precision DEM data, or map data to obtain detailed information on river flow directions and perform vector processing. Based on the vectorized river network, perform segment coding and node coding. By describing the connectivity and spatial distribution characteristics of various river stages, this provides the necessary structural framework for a one-dimensional hydrodynamic model of the river channel. S22. Input of river boundary conditions: The upper boundary condition of the river channel adopts the discharge flow calculated by the engineering model, and the lower boundary condition of the river channel adopts the flow boundary and / or water level boundary and / or water level-flow relationship and / or water level-discharge relationship boundary; S23. River channel cross-section condition input: Large-scale river channel cross-section data are obtained through on-site measurement using total stations, sonar equipment, ADCP, and RTK-GPS measurement equipment, or through remote sensing technology using lidar and satellites to obtain high-resolution data; S24. Two-dimensional DEM data acquisition and processing: High-precision DEM data is obtained through altimetry radar satellites or drone aerial photography. The DEM obtained from public data sources needs to be processed, cropped, spliced, reprojected, and format converted according to the simulation area, and interpolation algorithms are used to reasonably fill in the parts with missing values.

6. The engineering optimization and control method considering dynamic feedback of flood evolution according to claim 5 is characterized by: In step S3, the river channel flood diversion forms include breach diversion, overflow diversion and gate diversion; S31. Breach diversion and overflow diversion: The diversion volume for breach diversion and overflow diversion is described in the form of weir flow, and the diversion outlet outflow and overflow flow are calculated according to the broad-crowned weir flow formula; For the breach diversion method, according to the relevant dispatching rules of the local flood channel dispatching plan, when the river water level or flow exceeds the maximum value of the control section, a natural breach will occur, or an artificial breach diversion will be carried out according to the plan requirements. The breach elevation is the levee crest elevation minus the breach depth. For the overflow diversion method, when the real-time water level of a certain river section exceeds the design elevation of its levee crest, it is determined that the river section has overflowed. S32. Gate flood diversion: The water flow state of gate flood discharge is divided into free outflow and submerged outflow. For river flood diversion, the water flow state is free outflow, so the diversion flow is calculated using the gate hole outflow formula under the free outflow state.

7. The engineering optimization and control method considering dynamic feedback of flood evolution according to claim 6 is characterized by: In step S3, a one-to-one correspondence is established between the total diversion volume of each river section and its starting node, forming a data structure coupled with spatial and hydrological processes, providing data support for subsequent scheduling analysis; After completing the first round of flood evolution simulation, the total diverted water volume obtained is used as the flood diversion volume reduction value for each river channel. After statistics, it is set as the optimization indicator for the upstream flood control project scheduling, which is used to construct a coupling model of engineering optimization scheduling and hydrodynamic evolution oriented towards flood peak reduction and total diversion volume control.

8. The engineering optimization and control method considering dynamic feedback of flood evolution according to claim 7 is characterized by: Step S4 specifically includes the following contents: S41. Determine the topological relationship between flood control project points and flood diversion channels: Based on the river channel topology file in the hydrodynamic model, obtain a data table of the connection relationship between multiple river channel nodes, record the upstream node numbers and the corresponding downstream node numbers, and thus generate a topological connection relationship diagram for the entire watershed; then, starting from the specified starting node, use a queue structure to implement a breadth-first search strategy, record the processed nodes during the visit process, and finally summarize the visited nodes into a set to generate a complete downstream node set, and obtain a table of affected nodes for each regulation project; this can determine the river section nodes that each project node can affect, and then use it to guide project regulation; S42. Allocate flood diversion volume to flood control project nodes: Based on the correspondence between the determined flood diversion volume and river section nodes, accurately calculate the flood diversion volume that each river section node should bear. Then, based on the list of affected nodes of each flood control project, calculate the total flood diversion volume of the river section that can be controlled by each flood control project, and determine this total as the flood diversion volume reduction value required for optimization of each project. S43. Optimal scheduling of flood control projects: Determine a weight coefficient based on the proportion of water discharge in each time period to the total water discharge in the initial scheduling scenario. Use this weight coefficient to weight the reduction value of flood diversion volume required in each time period, thereby generating an updated discharge flow time series. The flood evolution simulation was re-performed based on the discharge flow determined by this optimized scheduling as the new boundary condition.

9. The engineering optimization and control method considering dynamic feedback of flood evolution according to claim 8 is characterized by: Step S42 specifically includes: For river sections affected by a single flood control project, the required flood diversion reduction value is fully regulated by the project, while ensuring the safe operation of the project. The flood diversion reduction value of the river section only serves as an optimization indicator for the project, and the project's flood discharge or water storage strategy is dynamically adjusted to cope with the allocated flood diversion volume; For river sections affected by multiple flood control projects, the flood diversion reduction values ​​should be reasonably allocated to each flood control project. This allocation requires comprehensive consideration of the technical parameters and operating status of each project, including but not limited to reservoir volume, reservoir water level, and inflow flow. On this basis, a weighted allocation method is used to divide the proportion of flood diversion that each project should bear, and determine the flood diversion reduction value that each control project should bear, which is then used as the optimization indicator for optimized scheduling. The weight factor is calculated as, The calculation of flood diversion reduction value allocation is: Where n is the total number of regulated flood control projects; is the remaining storage capacity; is the highest storage capacity; is the current storage capacity; is the water level safety margin; is the highest water level; is the current water level; is the water pressure index; is the inflow flow; α is the engineering scheduling priority coefficient; ω i is the weight factor of the i-th project; θ is the sum of all project weights; W total W is the flood reduction value of the river section; i is the flood diversion reduction value that the i-th project should bear.

10. The engineering optimization and control method considering dynamic feedback of flood evolution according to claim 9 is characterized by: In step S43, the weighted distribution calculation formula for flood diversion reduction value is: Among them, ω t Assign weights to the flow of the i-th project in period t; is the initial discharge flow in period t; ΔQ t is the change flow after optimization in period t; W i is the flood diversion reduction value that the i-th project should bear; Q t is the optimized discharge flow; During the water storage and regulation process, when the reservoir water level approaches or reaches the designed maximum limit water level, the project optimization scheduling and hydrodynamic evolution coupling model automatically switches to emergency scheduling mode. At this time, real-time regulation is carried out according to the principle that the downstream flow is equal to the incoming water flow to ensure the safe operation of the regulation project and prevent safety hazards caused by excessive water storage.

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