CN-121072383-B - Reservoir and flooding area combined flood control optimal scheduling forward and backward calculation method

CN121072383BCN 121072383 BCN121072383 BCN 121072383BCN-121072383-B

Abstract

The invention discloses a forward and backward calculation method for combined flood control optimization scheduling of reservoirs and a flooding area, which comprises the steps of constructing and calibrating a two-dimensional hydrodynamic model based on basic data, constructing and calibrating a segmented Ma Sijing model based on a river simulation result of the calibrated two-dimensional hydrodynamic model, constructing a flooding area gate flood diversion model based on river flow and a flood area flood diversion process simulated by the two-dimensional hydrodynamic model, fitting a flooding area gate flood diversion function, setting a scheduling objective function and constraint conditions, reversely optimizing a scheduling scheme based on the segmented Ma Sijing model and the flooding area gate flood diversion model to obtain an optimal scheduling scheme, and inputting a reverse optimization result into the two-dimensional hydrodynamic model to obtain a scheduling result of the optimal scheduling scheme through forward calculation. The flood diversion method has the advantages that the flood diversion process under the influence of the river water flow rope loop curve is considered, the flood evolution and the flood diversion process can be rapidly and accurately simulated, and timeliness and feasibility of flood diversion considered in an optimal scheduling model are improved.

Inventors

LIU YANG
CAI SIYU
WANG CHAO
Zhai Mingshuo
Zhang Muzhan
ZHANG YINGFAN

Assignees

中国水利水电科学研究院

Dates

Publication Date: 20260505
Application Date: 20250828

Claims (8)

1. The forward and backward calculation method for the combined flood control optimization scheduling of the reservoir and the flooding area is characterized by comprising the following steps of, S1, constructing a two-dimensional hydrodynamic model, namely constructing and calibrating the two-dimensional hydrodynamic model based on the collected basic data of the reservoir and the flooding area; S2, generating flood distinguishing flood data, namely simulating flood distinguishing flow of a flood area gate, river flow outside the flood area gate and river flow of a key protection section based on a calibrated two-dimensional hydrodynamic model; S3, ma Sijing root models are built, namely a sectional Ma Sijing root model is built based on river simulation results of the two-dimensional hydrodynamic model, and the model is calibrated; s4, constructing a flood area gate flood model, namely fitting a flood area gate flood function based on river channel flow and flood area regions Hong Guocheng simulated by the two-dimensional hydrodynamic model to construct the flood area gate flood model; S5, forward and backward calculation, namely setting a scheduling objective function and constraint conditions, carrying out reverse optimization on a scheduling scheme based on a calibrated segmented Ma Sijing root model and a flooding area gate flood diversion model to obtain an optimal scheduling scheme; Step S4 is to simulate a river flow process and a flood area distinction Hong Guocheng by using a well-calibrated two-dimensional hydrodynamic model, take the current time and the river flow at the last time as independent variables to consider a rope loop curve of the river flow, take the current time gate flow as the dependent variables, and fit a flood area gate flood function based on a multi-element linear or neural network so as to obtain a flood area gate flood model; step S5 specifically includes the following, S51, reversely optimizing and solving, namely setting a target function and constraint conditions of dispatching by combining actual dispatching requirements, reversely optimizing a plurality of groups of segmented Ma Sijing root models and flood diversion models of a flood area gate with the dispatching schemes being well utilized, and obtaining the optimal reservoir discharging process and gate starting time under the given target function and constraint conditions; s52, forward simulation calculation, namely, in a two-dimensional hydrodynamic model with a well-defined input rate of the optimal reservoir discharging process and the opening time of the gate obtained by reverse optimization, forward calculation is carried out to obtain a flooding process of the flooding area and a river flow process of the flooding area under an optimal scheduling scheme; And S53, judging whether the forward calculation result meets the expected requirement, and if not, adjusting the constraint condition to carry out reverse optimization solution and forward simulation calculation again until the forward calculation result meets the expected requirement.
2. The forward and backward calculation method for combined flood control optimization scheduling of reservoirs and flood areas according to claim 1 is characterized in that step S1 is specifically that the sectional roughness, the simulation time and the lake initial water quantity parameters of a two-dimensional hydrodynamic model are determined according to the actually measured river flow and the flooding depth of the flood areas; The two-dimensional hydrodynamic model adopts a water storage unit method, ignores the physical process which does not take the dominant role, carries out simplified solution on a hydrodynamic equation set, obtains the change of unit water storage capacity according to the water exchange accumulation among units, calculates the flow of adjacent units by using an explicit shallow water equation inertia format, has the formula of, ; Wherein, the Single wide flow on the cell boundary at time t; G is gravity acceleration, n is roughness; Critical flow depth, time step Constrained by Courant-FREIDRICHS-Levy conditions, the formula is, ; Wherein, the For the maximum time step size to be a maximum, Maximum water depth in the research area, k is a constraint coefficient; The side length of the unit grid is; The change of the unit water quantity is calculated after the unit flow is exchanged, the formula is, ; Wherein, the , R, c is the index of the unit row and column; Is the unit water quantity;
3. The method for combined flood control and optimal scheduling forward and backward calculation of reservoirs and flood areas according to claim 1, wherein step S2 is characterized in that a plurality of reservoir discharging processes of the flood areas are given, key protection sections, river sections where a gate is located and gate flood flow processes are simulated according to a calibrated two-dimensional hydrodynamic model, and corresponding discharging processes and simulated flow processes are recorded.
4. The forward and backward calculation method for combined flood control optimization scheduling of reservoirs and flood areas according to claim 1 is characterized in that step S3 is that a section Ma Sijing model is built and rated according to a river section where a key protection section and a gate are located; The model of the section Ma Sijing estimates the flow rate by simulating the retention and movement of water flow in the river channel, the core of the model is that the river channel is expressed as a water storage unit, the outlet flow rate is related to the inlet flow rate and the retention state, each section of river channel has two parameters respectively representing the retention time and the degree of the flattening, the formula is that, ; ; ; ; Wherein, the 、、 The weight coefficient of the corresponding item; the retention time coefficient of the river channel; Is the degree of flattening of the inflow; Is the time step; And River inflow at the time t and the time t+1 respectively; And Channel outflow at time t and time t+1 respectively, by rating And The rapid simulation of river flood is realized.
5. The forward and backward calculation method for combined flood control optimization scheduling of reservoirs and flooding areas according to claim 4, wherein parameters of the segments Ma Sijing models are optimized and calibrated by using a differential evolution algorithm with the maximum Nash efficiency as a target.
6. The forward and backward calculation method for combined flood control and optimization scheduling of reservoirs and flooding areas according to claim 5, wherein in step S5, the objective function comprises minimum reservoir lower flood discharge peak, minimum flooding area water storage capacity and minimum flooding area outlet river flow flood peak; The constraint conditions comprise the maximum flow of the cross section of the downstream key river of the reservoir, the constraint of the water level of the reservoir and the constraint of the maximum flood diversion amount of the flooding area.
7. The method for optimizing and dispatching the reservoir and the flooding area by combining flood control according to any one of claims 1 to 6, wherein the method further comprises the following steps before the step S1, And S0, collecting and arranging basic data of reservoirs and flood areas, such as reservoir information, measured data, two-dimensional topography data and flood Hong Oufen flood gate information.
8. The forward and backward calculation method for combined flood control optimization scheduling of the reservoir and the flooding area according to claim 7, wherein in the step S0, Reservoir information comprises a reservoir capacity curve and a highest water level, a lowest water level and a water level amplitude constraint; the measured data comprise measured river channel flow, gate opening time, gate size and flood area, and the data need to be used for the same flood event; the two-dimensional topography data is underwater topography and covers the flooding area, the flooding area and a linking river channel in front of the reservoir; flood zone gate information includes location, depth, and length.

Description

Reservoir and flooding area combined flood control optimal scheduling forward and backward calculation method Technical Field The invention relates to the technical field of reservoir dispatching, in particular to a forward and backward calculation method for reservoir and flooding area combined flood control optimization dispatching. Background The calculation of flood control optimization schedule is one of the most important basic works in reservoir scheduling. With the frequent occurrence of climate change and extreme weather events, the threat of flood disasters to the socioeconomic and ecological environment is increasingly exacerbated. The flooding area is used as the last flood control line for flood control, and flood peak flow is reduced by storing flood, so that the impact of flood on a downstream large city group is reduced. Time is striven for downstream flood control and emergency measures. However, due to the urban development, many farms, factories and small towns are present in the flooding domain, and the activation of the flooding domain must be dangerous for the life and property security of people therein. Because the hydraulic calculation load is large, the optimal scheduling for starting the flooding area is difficult to realize by coupling with the hydraulic model, most of the application of decision makers to the flooding area is regularly started at present, which is not beneficial to arranging mass evacuation in advance and reducing the flooding loss of the flooding area. Disclosure of Invention The invention aims to provide a forward and backward calculation method for combined flood control optimization scheduling of reservoirs and flooding areas, so that the problems in the prior art are solved. In order to achieve the above purpose, the technical scheme adopted by the invention is as follows: The forward and backward calculation method for combined flood control optimization scheduling of reservoirs and flood areas comprises the following steps, S1, constructing a two-dimensional hydrodynamic model, namely constructing and calibrating the two-dimensional hydrodynamic model based on the collected basic data of the reservoir and the flooding area; S2, generating flood distinguishing flood data, namely simulating flood distinguishing flow of a flood area gate, river flow outside the flood area gate and river flow of a key protection section based on a calibrated two-dimensional hydrodynamic model; S3, ma Sijing root models are built, namely a sectional Ma Sijing root model is built based on river simulation results of the two-dimensional hydrodynamic model, and the model is calibrated; s4, constructing a flood area gate flood model, namely fitting a flood area gate flood function based on river channel flow and flood area regions Hong Guocheng simulated by the two-dimensional hydrodynamic model to construct the flood area gate flood model; s5, forward and reverse calculation, namely setting a scheduling objective function and constraint conditions, reversely optimizing a scheduling scheme based on a calibrated segmented Ma Sijing root model and a flooding area gate flood diversion model to obtain an optimal scheduling scheme, and inputting a reverse optimization result into a calibrated two-dimensional hydrodynamic model to obtain a scheduling result of the optimal scheduling scheme through forward calculation. Preferably, step S1 is specifically to determine the parameters of the sectional roughness, the simulation time and the initial water quantity of the lake of the two-dimensional hydrodynamic model according to the actually measured river flow and the flooding depth of the flooding area; The two-dimensional hydrodynamic model adopts a water storage unit method, ignores the physical process which does not take the dominant role, carries out simplified solution on a hydrodynamic equation set, obtains the change of unit water storage capacity according to the water exchange accumulation among units, calculates the flow of adjacent units by using an explicit shallow water equation inertia format, has the formula of, Wherein q t is single-width flow on the boundary of a cell at the time t, S surf is water surface gradient, g is gravity acceleration, n is roughness, h flow is critical flow depth, and the time step Deltat is constrained by Courant-FREIDRICHS-Levy conditions, wherein the formula is, Wherein Deltat max is the maximum time step, the maximum water depth in the h max research area, k is the constraint coefficient, deltax is the unit grid side length; The change of the unit water quantity is calculated after the unit flow is exchanged, the formula is, △V(r,c)＝Qx,(r-1,c)-Qx,(r,c)+Qy,(r,c-1)-Qy,(r,c) (10) Wherein Q x,Qy is the flow in x and y directions, r, c is the index of unit row and column, deltaV is the unit water quantity; Preferably, step S2 is specifically to set a plurality of reservoir drainage processes in the flooding area, simulate the key protection section