CN116542021A - Hydrologic-hydrokinetic coupled river channel type reservoir flood regulating calculation method - Google Patents
Hydrologic-hydrokinetic coupled river channel type reservoir flood regulating calculation method Download PDFInfo
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Abstract
The invention discloses a hydrologic-hydraulic coupling river channel type reservoir flood regulating calculation method, which comprises the following steps: starting from the early live and future forecast flow processes, the regional tributary live flow and the forecast rainfall of the river channel type reservoir warehousing flow control station; calculating a flood process of a warehouse entry station to the backwater end of a reservoir by adopting a hydrologic method, and calculating an interval branch flow to the intersection of the reservoirs by adopting a hydrologic prediction model; the boundary conditions are calculated by using a backwater end section flood process calculated by a hydrologic method, an interval tributary flood process calculated by a hydrologic model and a reservoir delivery flow process as one-dimensional unsteady flow dynamics model, so that a river channel reservoir hydrologic-hydrodynamic flood regulating calculation model is established; the invention establishes a river channel type reservoir hydrologic-hydraulic flood regulating calculation model by combining the characteristics of hydrologic and hydraulic method flood regulating calculation around the difficult problem of poor calculation precision of the river channel type reservoir dam front water level flood regulating, and provides a new method for accurately predicting the river channel type reservoir water level process.
Description
Technical Field
The invention relates to a reservoir water level prediction technology, in particular to a hydrologic-hydrodynamic coupling river channel type reservoir flood regulating calculation method which can be used for efficiently and accurately predicting water level change processes of different river segments in a reservoir area.
Background
The method has the advantages that the water level of the reservoir area of the river channel type reservoir is accurately predicted, and the method has important significance for playing the benefits of flood control, power generation, shipping and the like of the river channel type reservoir, ensuring the operation safety of hydraulic engineering, realizing the accurate dispatching operation of the reservoir and improving the comprehensive benefits. However, because of the reservoir water level, especially the water channel type reservoir water level, there is no model for accurately predicting the water level change process by combining the water level influence factors, and the water channel type reservoir water level influence factors are influenced by factors such as human activities, climate change, basic data and the like, so that the accurate prediction difficulty is high. Although related researches are carried out on reservoir water level by technicians at present, reservoir water level forecasting models and methods based on different theories are developed, most of the researches are based on water balance equations, and for river channel type reservoirs, the water level change process under the influence of multiple factors cannot be described, particularly the characteristic of large influence of dynamic reservoir capacity cannot be accurately simulated, and the river channel type reservoir water level change process is difficult to accurately predict.
The reservoir water level change process is influenced by a plurality of physical factors, main influencing factors for refining the water level change are analyzed, and a prediction model is respectively built by combining the formation mechanism and characteristics of the main factors. On the basis, the reservoir area water level prediction model is beneficial to improving the prediction precision. The reservoir water level is influenced by factors such as upstream inflow of the reservoir, regional inflow, reservoir region evolution, reservoir storage and discharge processes and the like, the related influence relationship is complex, and a reservoir water level prediction model capable of comprehensively considering the influence factors is established.
At present, in order to accurately predict the reservoir water level, qu Yaoguang proposes to predict Hu Bo water level by utilizing a water balance principle, and as the water balance method cannot effectively consider the influence of the dynamic reservoir capacity of the river channel reservoir on the water level, the water level prediction result applied to the reservoir is often poor, and the water level of the reservoir in front of the dam can only be predicted generally, and the section water level of the reservoir area cannot be predicted. Liu Wei et al propose consistent time series model based on long-short-term memory (LSTM) network, predict reservoir water level, because the model effect is higher to the sample requirement, and river channel type reservoir influence factor is more, often be difficult to obtain the sample that satisfies the model requirement to the effect of water level prediction has been influenced.
Because the river channel type reservoir water level process is mainly influenced by main flow, interval water, reservoir outflow, river channel topography and the like, starting from main influencing factors of water level, a reasonable prediction method is optimized, and the establishment of a prediction model considering the main factors influencing the reservoir water level has important significance. Along with the continuous development of hydrology, computer and other technologies, the water and rain conditions and the topography data are gradually enriched, perfected and accurate, and accurate prediction of the water level of the reservoir area of the river channel type reservoir by utilizing hydrology and hydraulics is possible.
Disclosure of Invention
The invention aims to overcome the defects, and provides a hydrologic-hydrodynamics coupled river channel type reservoir flood regulating algorithm method to expand the current reservoir water level, in particular to a river channel type reservoir water level prediction method, which can respectively establish corresponding hydrologic and hydrodynamics prediction models by combining the yield converging characteristics of different areas of a reservoir area, and finally establish a hydrologic-hydrodynamics coupling model suitable for reservoir, in particular river channel type reservoir water level prediction on the basis of evaluating the prediction precision of the models.
The invention aims to solve the technical problems, and adopts the technical scheme that: a hydrologic-hydrodynamic coupling river channel type reservoir flood regulating calculation method comprises the following steps:
step 1, according to the regional yield and confluence characteristics of a river channel type reservoir, dividing the region into different yield and confluence units, selecting a proper hydrologic model and calibrating parameters;
step 2, calculating the flow of the control station to the tail water return end by using a hydrology method; calculating the interval flow to the junction of the reservoir river channel main flow by using a hydrologic model;
and 3, taking the flow process of the tail backwater tail end, the flow process of each section of the reservoir river channel junction and the outlet flow process as inputs, calculating the flow by adopting a hydraulic method, outputting the water level of the station along the section of the reservoir, and calibrating the hydraulic model parameters by using measured data.
Further, the step 1 specifically includes:
step 1.1, dividing the interval sub-partition: when an interval hydrologic forecasting model is established, firstly, a watershed flow network is deduced based on a watershed DEM; in order to consider the space difference of rainfall in the river basin and the hydrologic characteristics of the underlying surface in the river basin hydrologic simulation, dividing the unit area of the river basin water network by utilizing ArcGIS software according to the threshold value of the given water collecting area; on the basis, combining the drainage basin underlying surface production confluence characteristic and the drainage basin station network condition, combining units with similar production confluence characteristic in the same flow network, and finally dividing the interval into m sub-subareas; extracting a drainage basin underlying surface characteristic value by using a GIS space analysis function and taking a digital elevation model as a basis, analyzing the effect of topography on a runoff process, and providing a quantitative basis for parameter calibration of a drainage basin hydrologic model;
step 1.2, constructing a forecasting scheme: when a forecasting scheme is constructed, information related to a model is automatically extracted or manually given based on a GIS (geographic information system), wherein the information comprises a water collecting area, a reference evaporation station, a rainfall station referenced by face rainfall calculation, a calculation weight of the rainfall station and downstream outlet station information; extracting the upstream and downstream sections, the section inflow points and the average river confluence time of a river channel for the river channel confluence model; according to the natural flow direction of the river, establishing hydraulic connection among the confluence subareas of each river basin along the way, reconstructing the topology of the subareas, enabling the water system links on the upstream side, the downstream side, the left side and the right side to basically accord with the natural water system state, and establishing the hydraulic connection among the hydrologic simulation subareas according to the water system links;
step 1.3, model parameter calibration: providing initial values for related parameters such as evaporation, yield, confluence and the like and state variables according to the characteristics of the drainage basin; then debugging the parameters of the flood model, and determining the parameters of the model; if the interval river basin is a data-free area, the parameters are adjusted by shifting the parameters of the adjacent areas and combining with the flood inspection process; the river course calculation part adopts a segmented Ma Sijing root method, and the rate of model parameters is divided into two parts: firstly, model parameter calibration of a river reach is carried out, then continuous calculation of a river system is carried out, the parameters of the river reach calibration of a dry flow are re-checked, and the rationality of rainfall runoff model parameters in an interval is judged; after the scheme construction and model parameter calibration are completed, the whole river basin flood forecasting scheme is calculated, the accuracy of the forecasting scheme is further evaluated, and the actual operation forecasting can be carried out on the scheme with qualified evaluation.
Further, the step 2 specifically includes:
river course calculation: calculating the flow of the nth warehouse entry control station to an entry point by adopting a Ma Sijing root method to obtain flow Q n, ，
Q n ＝C n,0 I n,2 +C n,1 I n,1 +C n,2 Q n,1 ，C n,0 +C n,1 +C n,2 ＝1
Wherein: i n,1 、I n,2 Respectively calculating the inflow rates at the beginning and the end of the time period, m 3 /s；Q n 、Q n，1 Respectively calculating the output flow of the beginning and the end of the time period, m 3 /s；
C n，0 、C n，1 、C n，2 All are weight coefficients, x is a flow specific gravity factor, and Δt is a calculation time length; k is an accumulation constant;
calculating the section yield confluence: calculating the regional yield convergence of each region by using the model in the step 1 to obtain the subregion flow q m 。
Further, the step 3 specifically includes:
step 3.1, establishing a reservoir area flood evolution model:
3.1.1, establishing a river water flow motion equation:
the basic equation describing the water flow motion used for model calculation is as follows:
equation of water flow continuity
Equation of motion of water flow
Wherein: the angle mark i is a section number; q (Q) n Is the flow rate; z is the water level; a is the water passing area; q m Is the lateral inflow; t is time; x is the coordinates along the flow; k is the section flow modulus;
3.1.2 establish branch of a river point connection equation:
1) Flow engagement conditions:
the flow into and out of each branch of a river point must be balanced with the rate of increase and decrease of the actual water volume within the branch of a river point, namely:
Ω is a water storage capacity of branch of a river points, and if this point is generalized to one geometric point, Ω=0.
2) Power engagement conditions:
if branch of a river points can be generalized to be a geometric point, the water flow entering and exiting each branch channel is gentle, and the condition of water level abrupt change does not exist, the water levels of the sections of each branch channel should be equal, namely:
3.1.3 set boundary conditions:
in the calculation, boundary conditions are not given to a single river channel alone, but boundary conditions are given to reservoir dry branch river channels which are brought into a calculation range as a whole, flow processes are given to each dry branch flow inlet, and water level processes, flow processes or water level and flow relationships are given to a model outlet;
step 3.2, solving a model: solving a water flow equation by adopting a three-level solution, and firstly dispersing the water flow equations (1) and (2) by adopting a four-point implicit differential format of Prosmann to obtain a differential equation as follows:
wherein A, B is a coefficient; q is flow; z is the water level, and coefficients in the formula are derived according to actual conditions;
assuming that a certain river reach has mL sections, sequentially performing self-cancellation on micro-segment equations (5) and (6) obtained by difference in the river reach, and meanwhile, concentrating unknowns at branch of a river points to obtain the water level and flow relation of the head and tail sections of the river reach:
Q 1 ＝α 1 +β 1 Z 1 +δ 1 Z ml (7)
Q mL ＝θ mL +η mL Z 1 +γ mL Z mL (8)
alpha in the formula 1 ，β 1 ，δ 1 ，θ mL ，η mL ，γ mL Is the coefficient, based on the actual measurement dataObtaining; q (Q) 1 、Q ml The flow rates of the head section and the tail section of the river reach are respectively; z is Z 1 、Z ml Respectively the head and tail water levels of the river reach;
substituting the water level flow relation between the boundary condition and the head and tail sections of each river reach into branch of a river point connection equations to establish algebraic equation sets taking the water level of each branch of a river point of a reservoir dry tributary river as an unknown quantity, solving the equation sets to obtain the water level of each branch of a river point, and gradually substituting to obtain the end point flow of each river reach and the water level and flow in each river reach;
step 3.3, model parameter calibration: as the roughness is a main factor influencing the accuracy of the hydraulic model, the roughness of different river sections in the reservoir area is calibrated by combining the actual measurement data.
Calculating the total error:
wherein: e (E) mL Predicting average error of water level for the mL section in the process of n-field flood; y is mL、tt Measuring and calculating the water level for the model;is the measured water level; tt is the flood number;
and the absolute average error of the mL-th section is the smallest, and the corresponding roughness value is the roughness value adopted by the model finally.
The beneficial effects of the invention are as follows:
1. starting from deep influencing factors of reservoir water level, a water level prediction model is established by combining a significant factor set of reservoir water level change, and a sustainable and new approach is provided for subsequent research;
2. according to the invention, the hydrologic-hydrodynamic prediction model is established by combining different runoff evolution characteristics of a river channel, an interval and a reservoir area, so that the runoff processes of different areas of the river channel type reservoir are effectively matched, and the problem that the runoff characteristics of different areas are difficult to effectively link is solved;
3. the method is simple in principle and novel, can be applied to predicting the water level of the reservoir site, and can effectively improve the prediction precision;
4. the method for predicting the current reservoir water level, particularly the river channel type reservoir water level, can be used for respectively establishing corresponding hydrologic and hydrokinetic prediction models by combining the yield convergence characteristics of different areas of a reservoir area, and finally establishes a hydrologic-hydrokinetic coupling model suitable for reservoir, particularly river channel type reservoir water level prediction on the basis of evaluating the prediction precision of the models;
5. the invention establishes a river channel type reservoir hydrologic-hydraulic flood regulating calculation model by combining the characteristics of hydrologic and hydraulic method flood regulating calculation around the difficult problem of poor calculation precision of the river channel type reservoir water level flood regulating, and provides a new method for accurately predicting the river channel type reservoir water level process; the method can effectively improve the accuracy of flood control calculation, can be applied to the prediction of the water level in front of a river channel type reservoir dam and in a reservoir area, and provides decision basis for reservoir flood control, power generation, shipping and other scheduling.
Drawings
Fig. 1: a flow chart of a hydrologic-hydrodynamic coupling river channel type reservoir flood regulating calculation method;
fig. 2: a topological structure diagram of a Xinanjiang model;
fig. 3: a praziman differential schematic;
fig. 4: and comparing the water level simulation results with a graph.
Detailed Description
The invention is described in further detail below with reference to the drawings and the specific examples.
As shown in fig. 1, a hydrographic-hydrodynamic coupling river channel type reservoir flood regulating algorithm method mainly comprises the following steps:
step 1, according to the regional yield and confluence characteristics of the river channel type reservoir, the region is further divided into different yield and confluence units, a proper hydrologic model is selected, and parameters are calibrated;
step 1.1, interval sub-partition division. The area of the river channel type reservoir interval is generally larger, the difference of the yield and confluence characteristics of different areas is large, and the interval needs to be further refined by combining the yield and confluence characteristics of different areas. Taking a river channel type reservoir as an example, when a section hydrological forecast model is established, firstly, a river basin running water network is deduced based on a river basin DEM; in order to consider the space difference of rainfall in the river basin and the hydrologic characteristics of the underlying surface in the river basin hydrologic simulation, dividing the unit area of the river basin water network by utilizing ArcGIS software according to the threshold value of the given water collecting area; on the basis, combining the drainage basin underlying surface production confluence characteristic and the drainage basin station network condition, combining the units with similar production confluence characteristic in the same flow network, and finally dividing the interval into m sub-subareas. And extracting the characteristic value of the sublevel surface of the river basin by using a GIS space analysis function and taking a digital elevation model as a basis, analyzing the effect of topography on the runoff process, and providing a quantitative basis for parameter calibration of the hydrologic model of the river basin.
And 1.2, constructing a forecasting scheme. In combination with the regional yield and convergence characteristics of the south, xin' an Jiang Moxing (see figure 2) is selected as a forecasting model. When a forecasting scheme is constructed, information related to a model is automatically extracted or manually given based on a GIS (geographic information system), wherein the information comprises the information of a water collecting area, a reference evaporation station, a rainfall station referenced by surface rainfall calculation, a calculation weight of the rainfall station, a downstream outlet station and the like; for the river channel converging model, the upstream and downstream sections, the interval inflow points, the average river channel converging time and the like of the river channel are mainly extracted. According to the natural flow direction of the river, establishing the hydraulic connection between the production confluence subareas of each river basin along the way, reconstructing the topology of the subareas, enabling the water system links on the upstream side, the downstream side, the left side and the right side to basically accord with the natural water system state, and establishing the hydraulic connection between the hydrologic simulation subareas.
And step 1.3, calibrating model parameters. Providing initial values for related parameters such as evaporation, yield, confluence and the like and state variables according to the characteristics of the drainage basin; and then debugging the parameters of the flood model to determine the parameters of the model. If the section river basin is a data-free region, the parameters are adjusted by moving the parameters of the adjacent regions and combining with the flood inspection process. The river channel operation part adopts a segmented Ma Sijing method, and the rate of model parameters is divided into two parts. Firstly, model parameter calibration of a river reach is carried out, then continuous calculation of a river system is carried out, the parameters of the river reach calibration of a dry flow are rechecked, and the rationality of rainfall runoff model parameters in an interval is judged. After the scheme construction and model parameter calibration are completed, the whole river basin flood forecasting scheme is calculated, the accuracy of the forecasting scheme is further evaluated, and the actual operation forecasting can be carried out on the scheme with qualified evaluation.
Step 2, calculating the flow of the control station to the tail water return end by using a hydrology method; calculating the interval flow to the junction of the reservoir river channel main flow by using a hydrologic model;
the step 2 is further as follows:
river course calculation: calculating the flow of the nth warehouse entry control station to an entry point by adopting a Ma Sijing root method to obtain flow Q n, ，
Q n ＝C n,0 I n,2 +C n,1 I n,1 +C n,2 Q n,1 ，C n,0 +C n,1 +C n,2 ＝1
Wherein: i n,1 、I n,2 Respectively calculating the inflow rates at the beginning and the end of the time period, m 3 /s；Q n 、Q n，1 Respectively calculating the output flow of the beginning and the end of the time period, m 3 /s；
C n，0 、C n，1 、C n，2 All are weight coefficients, x is a flow specific gravity factor, and Δt is a calculation time length; k is an accumulation constant;
calculating the section yield confluence: calculating the regional yield convergence of each region by using the model in the step 1 to obtain the subregion flow q m 。
And 3, calculating the flow by using the flow process of the tail backwater tail end, the flow process of each section of the reservoir river channel junction, the flow process of the outlet reservoir and the like as inputs by adopting a hydraulic method, outputting the water level of the station along the path of the reservoir section, and calibrating the hydraulic model parameters by using measured data.
In order to effectively respond to the characteristics of multiple branches, large interval flow and complex flood evolution of the river channel type reservoir, the river channel type reservoir water level change process is accurately predicted, a one-dimensional unsteady flow flood evolution model of the reservoir is established, the main and branch river channels of the reservoir are respectively regarded as single river channels, and the river channel converging point serving as a branch of a river point river channel evolution mathematical model comprises a single river channel water flow motion equation, a branch of a river point connection equation and boundary conditions.
And 3.1, establishing a reservoir area flood evolution model.
(3.1.1) establishing a river flow equation of motion
The basic equation describing the water flow motion used for model calculation is as follows:
equation of water flow continuity
Equation of motion of water flow
Wherein: the angle mark i is a section number; q (Q) n Is the flow rate; z is the water level; a is the water passing area; q m Is the lateral inflow; t is time; x is the coordinates along the flow; k is the section flow modulus.
(3.1.2) establishing a branch of a river Point connection equation
1) Flow engagement conditions:
the flow into and out of each branch of a river point must be balanced with the rate of increase and decrease of the actual water volume within the branch of a river point, namely:
omega is the water storage capacity of branch of a river points. If we generalize this point to a geometric point, then Ω=0.
2) Power engagement conditions:
if branch of a river points can be generalized to be a geometric point, the water flow entering and exiting each branch channel is gentle, and the condition of water level abrupt change does not exist, the water levels of the sections of each branch channel should be equal, namely:
(3.1.3) setting boundary conditions
In the calculation, boundary conditions are not given to a single river channel alone, but boundary conditions are given to a reservoir main and branch river channel which is brought into a calculation range as a whole, flow processes are given to each main and branch flow inlet, and water level processes, flow processes or water level and flow relationships are given to a model outlet.
Step 3.2, solving a model: solving a water flow equation by adopting a three-level solution, and firstly dispersing the water flow equations (1) and (2) by adopting a four-point implicit differential format of Prosmann to obtain a differential equation as follows:
wherein A, B is a coefficient; q is flow; z is the water level, and coefficients in the formula are derived according to actual conditions;
assuming that a certain river reach has mL sections, sequentially performing self-cancellation on micro-segment equations (5) and (6) obtained by difference in the river reach, and meanwhile, concentrating unknowns at branch of a river points to obtain the water level and flow relation of the head and tail sections of the river reach:
Q 1 ＝α 1 +β 1 Z 1 +δ 1 Z ml (7)
Q mL ＝θ mL +η mL Z 1 +γ mL Z mL (8)
alpha in the formula 1 ，β 1 ，δ 1 ，θ mL ，η mL ，γ mL As coefficients, derived from measured data; q (Q) 1 、Q ml The flow rates of the head section and the tail section of the river reach are respectively; z is Z 1 、Z ml Respectively the head and tail water levels of the river reach;
substituting the water level flow relation between the boundary condition and the head and tail sections of each river reach into branch of a river point connection equations to establish algebraic equation sets taking the water level of each branch of a river point of a reservoir dry tributary river as an unknown quantity, solving the equation sets to obtain the water level of each branch of a river point, and gradually substituting to obtain the end point flow of each river reach and the water level and flow in each river reach;
step 3.3, model parameter calibration: as the roughness is a main factor influencing the accuracy of the hydraulic model, the roughness of different river sections in the reservoir area is calibrated by combining the actual measurement data.
Calculating the total error:
wherein: e (E) mL Predicting average error of water level for the mL section in the process of n-field flood; y is mL、tt Measuring and calculating the water level for the model;is the measured water level; tt is the flood number;
and the absolute average error of the mL-th section is the smallest, and the corresponding roughness value is the roughness value adopted by the model finally.
q n Is the model n prediction result. The prediction results are shown in FIG. 4 and Table 1.
TABLE 1 results of verification of Water level at reservoir sites
From fig. 4 and table 1, it can be seen that the water level calculated by the hydrodynamics-hydrodynamics coupling method has high overall accuracy, the error is within 0.17 meter, the water levels of different river segments in the reservoir area can be accurately predicted, and the reservoir dispatching can be better supported. Compared with the result of the calculation by the conventional hydrology method, the precision is effectively improved, and systematic deviation does not occur.
The foregoing embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and the embodiments and features of the embodiments in the present application may be arbitrarily combined with each other without collision. The protection scope of the present invention is defined by the claims, and the protection scope includes equivalent alternatives to the technical features of the claims. I.e., equivalent replacement modifications within the scope of this invention are also within the scope of the invention.
Claims (4)
1. A hydrologic-hydrodynamic coupling river channel type reservoir flood regulating calculation method is characterized in that: it comprises the following steps:
step 1, according to the regional yield and confluence characteristics of a river channel type reservoir, dividing the region into different yield and confluence units, selecting a proper hydrologic model and calibrating parameters;
step 2, calculating the flow of the control station to the tail water return end by using a hydrology method; calculating the interval flow to the junction of the reservoir river channel main flow by using a hydrologic model;
and 3, taking the flow process of the tail backwater tail end, the flow process of each section of the reservoir river channel junction and the outlet flow process as inputs, calculating the flow by adopting a hydraulic method, outputting the water level of the station along the section of the reservoir, and calibrating the hydraulic model parameters by using measured data.
2. The hydrographic-hydrodynamic coupled river reservoir flood regulating algorithm according to claim 1, wherein: the step 1 specifically comprises the following steps:
step 1.1, dividing the interval sub-partition: when an interval hydrologic forecasting model is established, firstly, a watershed flow network is deduced based on a watershed DEM; in order to consider the space difference of rainfall in the river basin and the hydrologic characteristics of the underlying surface in the river basin hydrologic simulation, dividing the unit area of the river basin water network by utilizing ArcGIS software according to the threshold value of the given water collecting area; on the basis, combining the drainage basin underlying surface production confluence characteristic and the drainage basin station network condition, combining units with similar production confluence characteristic in the same flow network, and finally dividing the interval into m sub-subareas; extracting a drainage basin underlying surface characteristic value by using a GIS space analysis function and taking a digital elevation model as a basis, analyzing the effect of topography on a runoff process, and providing a quantitative basis for parameter calibration of a drainage basin hydrologic model;
step 1.2, constructing a forecasting scheme: when a forecasting scheme is constructed, information related to a model is automatically extracted or manually given based on a GIS (geographic information system), wherein the information comprises a water collecting area, a reference evaporation station, a rainfall station referenced by face rainfall calculation, a calculation weight of the rainfall station and downstream outlet station information; extracting the upstream and downstream sections, the section inflow points and the average river confluence time of a river channel for the river channel confluence model; according to the natural flow direction of the river, establishing hydraulic connection among the confluence subareas of each river basin along the way, reconstructing the topology of the subareas, enabling the water system links on the upstream side, the downstream side, the left side and the right side to basically accord with the natural water system state, and establishing the hydraulic connection among the hydrologic simulation subareas according to the water system links;
step 1.3, model parameter calibration: providing initial values for related parameters such as evaporation, yield, confluence and the like and state variables according to the characteristics of the drainage basin; then debugging the parameters of the flood model, and determining the parameters of the model; if the interval river basin is a data-free area, the parameters are adjusted by shifting the parameters of the adjacent areas and combining with the flood inspection process; the river course calculation part adopts a segmented Ma Sijing root method, and the rate of model parameters is divided into two parts: firstly, model parameter calibration of a river reach is carried out, then continuous calculation of a river system is carried out, the parameters of the river reach calibration of a dry flow are re-checked, and the rationality of rainfall runoff model parameters in an interval is judged; after the scheme construction and model parameter calibration are completed, the whole river basin flood forecasting scheme is calculated, the accuracy of the forecasting scheme is further evaluated, and the actual operation forecasting can be carried out on the scheme with qualified evaluation.
3. The hydrographic-hydrodynamic coupled river reservoir flood regulating algorithm according to claim 1, wherein: the step 2 specifically comprises the following steps:
river course calculation: calculating the flow of the nth warehouse entry control station to an entry point by adopting a Ma Sijing root method to obtain flow Q n, ，
Q n ＝C n,0 I n,2 +C n,1 I n,1 +C n,2 Q n,1 ，C n,0 +C n,1 +C n,2 ＝1
Wherein: i n,1 、I n,2 Respectively calculating the inflow rates at the beginning and the end of the time period, m 3 /s；Q n 、Q n，1 Respectively calculating the output flow of the beginning and the end of the time period, m 3 /s；
C n，0 、C n，1 、C n，2 All are weight coefficients, x is a flow specific gravity factor, and Δt is a calculation time length; k is an accumulation constant;
calculating the section yield confluence: calculating the regional yield convergence of each region by using the model in the step 1 to obtain the subregion flow q m 。
4. The hydrographic-hydrodynamic coupled river reservoir flood regulating algorithm according to claim 1, wherein: the step 3 specifically comprises the following steps:
step 3.1, establishing a reservoir area flood evolution model:
3.1.1, establishing a river water flow motion equation:
the basic equation describing the water flow motion used for model calculation is as follows:
equation of water flow continuity
Equation of motion of water flow
Wherein: the angle mark i is a section number; q (Q) n Is the flow rate; z is the water level; a is the water passing area; q m Is the lateral inflow; t is time; x is the coordinates along the flow; k is the section flow modulus;
3.1.2 establish branch of a river point connection equation:
1) Flow engagement conditions:
the flow into and out of each branch of a river point must be balanced with the rate of increase and decrease of the actual water volume within the branch of a river point, namely:
Ω is a water storage capacity of branch of a river points, and if this point is generalized to one geometric point, Ω=0.
2) Power engagement conditions:
if branch of a river points can be generalized to be a geometric point, the water flow entering and exiting each branch channel is gentle, and the condition of water level abrupt change does not exist, the water levels of the sections of each branch channel should be equal, namely:
3.1.3 set boundary conditions:
in the calculation, boundary conditions are not given to a single river channel alone, but boundary conditions are given to reservoir dry branch river channels which are brought into a calculation range as a whole, flow processes are given to each dry branch flow inlet, and water level processes, flow processes or water level and flow relationships are given to a model outlet;
step 3.2, solving a model: solving a water flow equation by adopting a three-level solution, and firstly dispersing the water flow equations (1) and (2) by adopting a four-point implicit differential format of Prosmann to obtain a differential equation as follows:
wherein A, B is a coefficient; q is flow; z is the water level, and coefficients in the formula are derived according to actual conditions;
assuming that a certain river reach has mL sections, sequentially performing self-cancellation on micro-segment equations (5) and (6) obtained by difference in the river reach, and meanwhile, concentrating unknowns at branch of a river points to obtain the water level and flow relation of the head and tail sections of the river reach:
Q 1 ＝α 1 +β 1 Z 1 +δ 1 Z ml (7)
Q mL ＝θ mL +η mL Z 1 +γ mL Z mL (8)
alpha in the formula 1 ，β 1 ，δ 1 ，θ mL ，η mL ，γ mL As coefficients, derived from measured data; q (Q) 1 、Q ml The flow rates of the head section and the tail section of the river reach are respectively; z is Z 1 、Z ml Respectively the head and tail water levels of the river reach;
substituting the water level flow relation between the boundary condition and the head and tail sections of each river reach into branch of a river point connection equations to establish algebraic equation sets taking the water level of each branch of a river point of a reservoir dry tributary river as an unknown quantity, solving the equation sets to obtain the water level of each branch of a river point, and gradually substituting to obtain the end point flow of each river reach and the water level and flow in each river reach;
step 3.3, model parameter calibration: as the roughness is a main factor influencing the accuracy of the hydraulic model, the roughness of different river sections in the reservoir area is calibrated by combining the actual measurement data.
Calculating the total error:
wherein: e (E) mL Predicting average error of water level for the mL section in the process of n-field flood; y is mL、tt Measuring and calculating the water level for the model;is the measured water level; tt is the flood number;
and the absolute average error of the mL-th section is the smallest, and the corresponding roughness value is the roughness value adopted by the model finally.
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