CN116703134A

CN116703134A - Multi-target scheduling method and system for large cross-river basin water diversion reservoir

Info

Publication number: CN116703134A
Application number: CN202311000871.9A
Authority: CN
Inventors: 张睿; 王乾伟; 吴三潮; 朱祖国; 徐慧娟
Original assignee: Changjiang Institute of Survey Planning Design and Research Co Ltd
Current assignee: Changjiang Institute of Survey Planning Design and Research Co Ltd
Priority date: 2023-08-10
Filing date: 2023-08-10
Publication date: 2023-09-05
Anticipated expiration: 2043-08-10
Also published as: CN116703134B

Abstract

The invention provides a multi-target scheduling method and system for a large cross-river basin water diversion reservoir, comprising the following steps: drawing a design water-requiring process line aiming at all water supply objects of the current river basin and the cross-river basin; forming an initial scheduling diagram; dividing an initial scheduling diagram into a plurality of water supply areas; a corresponding water supply scheduling principle is drawn up for each water supply area; performing long-series runoff adjustment calculation on the initial scheduling diagram to obtain a long-series water supply process of each water supply object; judging whether a long-series water supply process and a design water demand process line of each water supply object meet the conditions or not; correcting the water supply schedule line and the water supply amount of the water supply objects which do not meet the conditions on the initial schedule diagram, and recalculating the long-series water supply process of each water supply object; and circularly executing the condition judgment and schedule correction processes until all water supply objects meet the conditions. The invention provides a full-period solution for multi-objective dispatching of large-scale cross-river basin water dispatching reservoirs and ensures the rationality of the dispatching scheme.

Description

Multi-target scheduling method and system for large cross-river basin water diversion reservoir

Technical Field

The invention belongs to the technical field of reservoir dispatching, and particularly relates to a multi-target dispatching method and system for a large-scale cross-basin water dispatching reservoir.

Background

The cross-basin water diversion is to conduct a large amount of water diversion from the basin of residual water to the water-deficient basin by a large-scale manual method so as to promote the economic development of the water-deficient region and relieve the contradiction of water consumption in the basin. The river basin-crossing water transfer project reconfigures the river basin water resources by changing the space-time distribution characteristics of the water resources among the river basins, so that the contradiction between water supply and demand in the production and living areas where the water resources are in shortage is effectively relieved, and the ecological environment of the water receiving area is improved. In areas with long history of cross-river basin water transfer and extremely uncoordinated distribution of water resources, lands, population and socioeconomic centers, a certain distance is usually reserved between a water source area and a water center area, and water resource quantity between areas can be enriched and mutually used through cross-river basin water transfer.

However, in the prior art, a single-river-basin general reservoir water supply scheduling method is still used for cross-river-basin water diversion. Along with the frequent construction of water diversion engineering, upstream water supply is obviously reduced, and the variation of the hydrologic characteristics of the river network is larger, so that the variation of the characteristic parameters and planning design of the large-scale cross-river basin water diversion reservoir is larger. The construction and operation of the cross-river basin water transfer project effectively relieves the contradiction between water supply and demand in the water resource shortage area and changes the original running environment of the water supply reservoir in the water source area. As a water supply source of the river basin-crossing water regulating project, the river basin-crossing water supply reservoir also bears comprehensive development and utilization tasks of flood control, water supply, power generation, ecology and the like of the river basin, so that the problem of dispatching the river basin-crossing water supply reservoir is a problem of considering a multi-objective collaborative water supply mode. On one hand, the water diversion project reduces the available water quantity of the reservoir, so that the characteristic parameters of the cross-basin water supply reservoir have larger difference with the planning design, and the main operation scheduling task faces to re-planning and adjustment; on the other hand, the water resource redistribution of the river basin caused by the water diversion across the river basin also causes the regional production, living and ecological environment change, and the restriction and conflict relation between the water diversion across the river basin and the utilization of the river basin, the water supply, the power generation, the environment and other interesting targets are increasingly aggravated.

The influence range of the cross-basin water diversion reservoir relates to a water source area and a water receiving area, the multi-locality and the asynchronism of hydrologic situation, and the complexity of a water supply area and an object is obviously different from the water supply scheduling problem of a single-basin general reservoir. The large-scale cross-basin water diversion reservoir schedule has the properties of cross-region, variable scale, multiple targets and strong constraint, and for the cross-basin water diversion reservoir which bears the tasks of the cross-basin water diversion and the cross-basin water diversion simultaneously, the cross-basin water diversion reservoir is influenced by hydrologic conditions and abundant withered areas in different basin areas, the special phenomenon that the cross-basin water diversion reservoir is in the basin and the basin where the cross-basin water diversion object is in withered water exists, and if the water diversion reservoir is still operated according to the normal operation water supply schedule in the prior art, the water supply damage of the current basin and the cross-basin can occur in the facing period.

Therefore, the comprehensive utilization scheduling mode of the large-scale cross-basin water diversion reservoir after the cross-basin water diversion project is operated is urgently needed to be developed, and the method has very important theoretical practical significance for relieving the increasingly prominent contradiction between the outside-basin water diversion and the inside-basin water diversion and the exertion of the comprehensive benefits of flood control, water supply, power generation and the like of the large-scale cross-basin water diversion reservoir.

Disclosure of Invention

The invention aims to solve the defects of the background technology, and provides a multi-target scheduling method and system for a large-scale cross-basin water-regulating reservoir, which provide a full-period solution for multi-target scheduling of the large-scale cross-basin water-regulating reservoir and ensure the rationality of the scheduling scheme.

The technical scheme adopted by the invention is as follows: a multi-target scheduling method for a large cross-river basin water diversion reservoir comprises the following steps:

judging whether an asynchronous synchronous withering phenomenon exists in a river basin where the river basin water regulating reservoir is located and a river basin where a water supply object of the river basin is located according to the current water incoming frequency of the river basin water regulating reservoir, the water storage frequency of the river basin and the water shortage frequency of the river basin; the asynchronous simultaneous withering phenomenon refers to the withering phenomenon of a river basin where a cross-river basin water diversion reservoir is located and the river basin where a cross-river basin water supply object is located;

based on the historical data of the water supply quantity of the water supply objects of the current river basin and the cross-river basin, predicting the future trend of the time period design water demand of the water supply objects of the current river basin and the cross-river basin, and further drawing a typical design water demand process line aiming at all the water supply objects of the current river basin and the cross-river basin;

performing runoff adjustment calculation of reverse time sequence based on a designed water demand process line, and deducing a water supply scheduling line of each water supply object to form a scheduling diagram; the water supply schedule line includes: a maximum water supply dispatching line, a designed water supply dispatching line and a minimum water supply dispatching line;

dividing the scheduling diagram into a plurality of water supply areas according to the normal water storage level, the maximum water supply scheduling line, the design water supply scheduling line, the minimum water supply scheduling line and the dead water level to form an initial scheduling diagram;

Determining corresponding water demands according to typical design water demand process lines of each water supply object; based on whether the synchronous withering phenomenon exists in the cross-basin and the current water level of the cross-basin water regulating reservoir and the water demand of the water supply object of the cross-basin water regulating reservoir, a corresponding water supply scheduling principle is drawn for each water supply area;

according to the water supply scheduling principle, carrying out long-series runoff adjustment calculation on the initial scheduling diagram to obtain a long-series water supply process of each water supply object;

based on the long series of water supply processes and the design water demand process line of each water supply object, it is judged whether the following conditions are satisfied: the time period water supply flow of each water supply object is larger than or equal to the time period design water demand, the average annual water supply quantity of all water supply objects of the river basin is equal to the design annual water supply quantity, and the average annual water supply quantity of all water supply objects crossing the river basin is equal to the design annual water supply quantity;

correcting the water supply schedule line and the water supply amount of the water supply objects which do not meet the conditions on the initial schedule diagram, forming a new schedule diagram and recalculating the long-series water supply process of each water supply object;

and circularly executing the condition judgment and schedule correction processes until all water supply objects meet the conditions.

The beneficial effects of the invention are as follows:

the cross-basin water diversion reservoir is not only a water source project of the cross-basin water diversion project, but also a water supply source of different water supply objects in the basin, the influence range relates to a water source area and a water receiving area, and the multi-places and the asynchronism in hydrologic situation determine the extreme complexity of the water supply situation faced by the cross-basin water diversion reservoir. In order to solve the problem of multi-area and multi-object water supply of a large cross-basin water regulating reservoir, the invention establishes a multi-factor driven water supply situation analysis method taking the input water, the water supply of the basin and the water regulating of the cross-basin as variables for the first time, reveals the correlation characteristics among the three, establishes a water supply situation index system taking the water supply of the reservoir, the water supply of the basin and the water regulating of the cross-basin as a decision variable set based on the multi-variable frequency combination characteristic, quantifies the evaluation criteria of the combination of different abundant and encountered water source areas and water receiving areas, and provides theoretical basis and data support for the water supply scheduling mode and scheme decision optimization of the cross-basin water regulating reservoir.

The invention discloses a multi-target dispatching method based on a large cross-basin water-regulating reservoir, which aims at minimizing water supply shortage, ensuring as much as possible water supply quantity and comprehensively utilizing the reservoir, dynamically adjusting the distribution mode of the water supply quantity of the reservoir in different areas, objects and periods by forecasting the difference of runoffs, remarkably improving the water supply benefit of the reservoir, reducing the water supply damage depth in the dead water year and realizing the optimal utilization target of water resources.

Furthermore, the invention provides a judging condition of whether the basin where the cross-basin water diversion reservoir is located and whether the asynchronous co-withering phenomenon exists in the basin where the cross-basin water diversion object is located or not, so that the dispatching result can effectively meet the requirement of the water diversion object, the unification of the dispatching mode is realized, and the accuracy of the dispatching result is ensured.

Further, by adopting the optimal correction scheme as the final scheduling diagram, the scheduling scheme not only meets the water supply requirement of the water supply object, but also can generate related economic benefits to the greatest extent.

Further, the constraint condition of the long-series runoff regulation calculation process is set, the specificity of the cross-basin calculation is fully considered, and the finally generated scheduling scheme is ensured to be capable of meeting other requirements and safety of the cross-basin water diversion reservoir.

Furthermore, the invention provides different water supply scheduling principles aiming at different situations of whether an asynchronous synchronous withering phenomenon exists or not and whether water storage of the reservoir meets water demand or not, so that the scheduling scheme can be more suitable for actual demands of various water supply objects crossing the river basin.

Furthermore, the invention provides a method for evaluating the maximum water supply dispatching line, the design water supply dispatching line and the minimum water supply dispatching line, which further ensures the evaluating precision of the dispatching line, thereby ensuring that the finally obtained dispatching diagram effectively meets the actual requirements of all water supply objects.

Drawings

FIG. 1 is a schematic flow chart of the method of the present invention;

FIG. 2 is a schematic illustration of an exemplary downstream offset bleed down process in the X river in an exemplary embodiment;

FIG. 3 is a typical process of diversion of an XX trench irrigation area in an exemplary embodiment;

FIG. 4 illustrates an exemplary process for diversion of X-fork head hubs in an exemplary embodiment;

FIG. 5 is an initial schedule diagram in an embodiment;

FIG. 6 is a scheduling diagram of a fifth embodiment of the present invention;

FIG. 7 is a hierarchical diagram of a scheme of a XX-aperture water-beneficial hub water supply schedule in an embodiment;

FIG. 8 is a graph showing the comparison of the amount of water discharged downstream of the middle and lower reaches of the X river for XX-orifice compensation in the embodiment;

FIG. 9 is a comparison of XX groove water levels for embodiment five;

FIG. 10 is a comparison of the amount of X-branch water regulation in the fifth embodiment;

FIG. 11 is a comparison of the amount of water discarded according to the fifth embodiment;

fig. 12 is a comparison of the power generation amount of the fifth embodiment.

Detailed Description

The invention will now be described in further detail with reference to the drawings and specific examples, which are given for clarity of understanding and are not to be construed as limiting the invention.

As shown in fig. 1, the invention provides a multi-target scheduling method for a large cross-river basin water diversion reservoir, which comprises the following steps:

S1, judging the multi-area and multi-object oriented water supply situation of a large-scale cross-basin water diversion reservoir according to a water supply situation index system of reservoir water supply, cross-basin water diversion; judging whether the basin where the cross-basin water regulating reservoir is positioned and the basin where the cross-basin water supply object is positioned have asynchronous synchronous withering phenomenon according to the current water incoming frequency of the cross-basin water regulating reservoir, the water storage frequency of the basin and the water shortage frequency of the cross-basin;

s2, predicting future trends of water demand for time period design of the water supply objects of the current river basin and the cross-river basin based on historical data of water supply quantity of the water supply objects of the current river basin and the cross-river basin, and further drawing typical design water demand process lines for all the water supply objects of the current river basin and the cross-river basin;

s3, performing runoff adjustment calculation in reverse time sequence based on the designed water demand process line, and obtaining a water supply scheduling line of each water supply object by deduction so as to form a scheduling diagram; the water supply schedule line includes: a maximum water supply dispatching line, a designed water supply dispatching line and a minimum water supply dispatching line; dividing the scheduling diagram into a plurality of water supply areas according to a normal water storage level, a maximum water supply scheduling line, a design water supply scheduling line, a minimum water supply scheduling line and a dead water level to form an initial scheduling diagram;

S4, determining corresponding water demands according to typical design water demand process lines of all water supply objects; based on whether the synchronous withering phenomenon exists in the cross-basin and the current water level of the cross-basin water regulating reservoir and the water demand of the water supply object of the cross-basin water regulating reservoir, a corresponding water supply scheduling principle is drawn for each water supply area;

s5, carrying out long-series runoff adjustment calculation on the initial dispatching diagram according to a water supply dispatching principle to obtain a long-series water supply process of each water supply object;

s6, judging whether the following conditions are met or not based on a long series of water supply processes and design water demand process lines of each water supply object: the time period water supply flow of each water supply object is larger than or equal to the time period design water demand, the average annual water supply quantity of all water supply objects of the river basin is equal to the design annual water supply quantity, and the average annual water supply quantity of all water supply objects crossing the river basin is equal to the design annual water supply quantity;

s7, correcting the water supply schedule line and the water supply quantity of the water supply objects which do not meet the conditions on the initial schedule diagram, forming a new schedule diagram and recalculating the long-series water supply process of each water supply object;

s8, circulating the steps S6-S7 until all water supply objects meet the conditions.

Specifically, step S9 is also included: when the water supply data of the water supply object which does not meet the condition is corrected on the initial scheduling diagram, different adjustment amplitudes are adopted to correct the position of the water supply scheduling line and the water supply quantity, so that a plurality of different correction schemes are obtained; and comparing and selecting the correction schemes, and taking a scheduling diagram formed by the optimal correction scheme as a final scheduling diagram.

Preferably, the invention synthesizes the scheduling diagrams formed by different correction schemes, adopts a hierarchical analysis method (Analytic Hierarchy Process, abbreviated as AHP) widely applied to the decision of a hydropower energy system to make decisions and prefers the schemes of each scheduling diagram for the comparison analysis results in the aspects of water supply quantity, water utilization rate, water discard quantity, average power generation of years, scheduling flexibility and the like.

Specifically, in step S1, based on the forecast weather hydrologic conditions of the cross-basin water diversion reservoir and the area where the water supply object is located, and the current water level of the cross-basin water diversion reservoir and the water supply object, according to the water supply situation index system of "reservoir water diversion-basin water supply-cross-basin water diversion", it is determined whether the cross-basin water diversion reservoir is located in the basin and the basin where the cross-basin water supply object is located synchronously has a water withering phenomenon. When the current water supply frequency of the cross-basin water regulating reservoir, the water demand frequency of the current basin and the water demand frequency of the cross-basin are all larger than the threshold value P _both When it is, then judgeThe phenomenon of asynchronous synchronous withering exists in the river basin where the river basin water diversion reservoir is located and the river basin where the water supply object is located. Threshold P in this particular embodiment _both Set to 50%.

Specifically, in step S2, a gray system prediction method which has been widely used is adopted to refine and analyze a long series of ten-day-by-ten-day water demand processes of water supply objects in the current basin and the cross-basin, predict future trends of the design water demand in the period of the water supply objects in the current basin and the cross-basin, and further draw design water demand process lines for all water supply objects in the current basin and the cross-basin, so as to provide typical water demand basis for the promotion of a follow-up water supply scheduling line.

The gray system prediction method is to identify the similarity or dissimilarity degree of development trend among the system factors, namely to conduct association degree analysis, and to seek the law of system variation through the generation and processing of the original data. The gray system prediction method generates a data sequence with stronger regularity, and can be used for establishing a corresponding differential equation model so as to predict future development trend and future state of things, thus being widely applied to aspects of urban living water demand, agricultural water demand, regional water demand prediction and the like.

Using GM (1, 1) grey system prediction model to predict design water demand of ith water supply object period of current river basinAnd designing water-requiring +.>Hereinafter> and />Collectively described as D. The mathematical description of the formation of the water demand process line D is as follows:

order theModeling the sequence for GM (1, 1),

；

is->Is a sequence of 1-AGO of (A),

；

1-AGO refers to one accumulation generation. The superscript "0" indicates the original sequence, and the superscript "1" indicates the one-time accumulation-generated sequence. D () represents the demand flow, the matrix D is the formed sequence, and k represents the time sequence number;

wherein ,

；

order theIs->The MEAN of immediate neighbours (MEAN) generation sequence:

；

the model of the gray differential equation for GM (1, 1) predicted water demand process line D is:

；

in the formula Called development factor,/->The amount of gray effect.

Is provided withFor the parameter vector to be estimated, i.e.)>The least square estimation parameter column of the gray differential equation satisfies

；

wherein

，/> ；

For gray differential equation->Is also called the shadow equation.

Taking outGM (1, 1) gray differential equation +.>The time response sequence of (2) is:

；

reduction value:

；

the above equation is the prediction equation of the water demand process line D of a certain water supply object.

Specifically, in step S3, a long-series design hydrologic series warehouse-in runoff is used as a warehouse-in runoff series for pushing out a basic scheduling diagram. The annual maximum water demand and the annual minimum water demand in the designed water demand process line are respectively adopted, and the annual maximum water supply, the designed water supply and the minimum water supply are generated by amplifying or shrinking the annual maximum water demand and the annual minimum water demand according to the same-times ratio of the characteristic annual water demand to the typical water demand in the water demand process. The characteristic annual water demand is obtained through historical data statistical analysis.

And combining the warehouse-in runoff series and a typical water-requiring process, planning the water supply level of a reservoir at the end of a water supply period, and carrying out runoff adjustment calculation in reverse time sequence by taking ten days as a period, thereby respectively deducing a maximum water supply dispatching line, a design water supply dispatching line and a minimum water supply dispatching line. The typical water demand process is obtained by integrating a water demand process line D, namely the water demand corresponding to the design water demand process line described below.

Preferably, the process of deriving a maximum water supply schedule for a cross-basin water reservoir comprises:

respectively correcting the design water demand process line of each water supply object according to the proportion of the maximum water demand in the historical data of each water supply object to the water demand corresponding to the design water demand process line;

and obtaining the maximum water supply scheduling line by reverse time sequence deduction based on the planned water supply level of the water supply period end cross-river basin water transfer reservoir, the corrected design water demand process line and the long-series design runoff serving as the warehouse-in runoff.

Preferably, the process of deducing a design water supply schedule for a cross-basin water diversion reservoir comprises:

and respectively correcting the designed water demand process line of each water supply object according to the ratio of the set engineering design water demand of each water supply object to the water demand corresponding to the designed water demand process line of each water supply object, and obtaining the designed water supply scheduling line by pushing the corrected designed water demand process line and the long-series designed runoffs serving as warehouse-in runoffs in reverse time sequence based on the water supply water level of the cross-basin water regulating reservoir at the tail end of the planned water supply period.

Preferably, the process of deriving a minimum water supply schedule for a cross-basin water reservoir comprises:

respectively correcting the design water demand process line of each water supply object according to the proportion of the minimum water demand in the historical data of each water supply object to the water demand corresponding to the design water demand process line;

based on the planned water supply level of the water supply reservoir crossing the river basin at the end of the water supply period, the corrected design water demand process line and the long-series design runoff serving as the warehouse-in runoff, the minimum water supply scheduling line is obtained by pushing in reverse time sequence.

Preferably, in step S3, the schedule is divided into 4 water supply sections according to a normal water storage level, a maximum water supply schedule line, a design water supply schedule line, a minimum water supply schedule line, and a dead water level:

1) Water supply section 1:

the water supply section 1 is the area above the maximum water supply schedule line.

2) Water supply section 2:

the water supply section 2 is the area between the maximum water supply line and the design water supply line.

3) Water supply section 3:

the water supply section 3 is the area between the design water supply line and the minimum water supply line.

4) Water supply section 4:

the water supply section 4 is the area between the extreme dead water level and the minimum water supply line.

Specifically, in step S4, when it is determined that the drainage basin in which the cross-drainage-basin water diversion reservoir is located and the drainage basin in which the cross-drainage-basin water supply object is located do not synchronously exist; or judging that the drainage basin where the drainage basin-crossing water regulating reservoir is located and the drainage basin where the water supply objects crossing the drainage basin are located have the water withering phenomenon, and after the water storage of the drainage basin-crossing water regulating reservoir meets the water use requirements of the drainage basin and each water supply object crossing the drainage basin, adopting the following water supply scheduling principle:

For a water supply area formed above the maximum water supply scheduling line, adopting the maximum water demand of each water supply object in the historical data as the water supply flow of each water supply object;

aiming at a water supply area formed by a maximum water supply dispatching line and a designed water supply dispatching line, adopting the water supply quantity of each water supply object in the designed water demand process line as the water supply flow of each water supply object;

for a water supply area formed by a designed water supply scheduling line and a minimum water supply scheduling line, adopting the water supply quantity of each water supply object set by engineering as the water supply flow of each water supply object;

for the water supply area formed by the minimum water supply scheduling line and the dead water level, the minimum water demand of each water supply object in the historical data is adopted as the water supply flow of each water supply object.

When judging that the river basin where the river basin-crossing water regulating reservoir is located and the river basin where the water supply objects crossing the river basin are located all have the water-withering phenomenon, and the water storage of the river basin-crossing water regulating reservoir cannot meet the water use requirements of the river basin and each water supply object crossing the river basin, adopting the following water supply scheduling principle:

aiming at a water supply area formed above a maximum water supply scheduling line, taking the maximum water demand of a cross-basin water regulating reservoir in a typical year for water supply as the water supply flow of the water supply area aiming at water supply objects in the field, and taking the historical maximum water demand of each cross-basin water supply object in a water shortage year as the water supply flow of the corresponding cross-basin water supply object;

Aiming at a water supply area formed by a maximum water supply dispatching line and a designed water supply dispatching line, adopting the water supply quantity of each water supply object in the designed water demand process line as the water supply flow of each water supply object in the water supply area;

for a water supply area formed by a designed water supply scheduling line and a minimum water supply scheduling line, adopting the water supply quantity of each water supply object set by engineering as the water supply flow of each water supply object in the water supply area;

aiming at a water supply area formed by a minimum water supply scheduling line and a dead water level, adopting the minimum demand of a cross-basin water regulating reservoir for a typical year of water supply withered water as the water supply flow of the water supply area aiming at water supply objects in the field, and adopting the historical minimum water demand of each cross-basin water supply object for a water shortage year as the water supply flow of the corresponding cross-basin water supply object;

based on the water supply scheduling principle, the water supply flow rate of all water supply objects is combined with the water supply frequency of the water supply objects in the current river basin and the water demand frequency of the water supply objects crossing the river basin, and the water supply is synchronously reduced according to the uniform reduction range L.

；

wherein ,for the frequency of entering water in a cross-basin water diversion reservoir>Is the first stream domainiThe water demand frequency of the water supply object,Iwater supply object total for the present domain,/-for >To cross-river basinjThe water demand frequency of the water supply object,Jto supply the total number of objects across the basin.

In step S4, the water demand of each water supply object is clarified by the design water demand process line of each water supply object.

Specifically, in step S5, the constraint conditions of the long-series runoff adjustment calculation process include: the water distribution method comprises the steps of reservoir water quantity balance of a cross-basin water distribution reservoir to be scheduled, reservoir water storage level constraint, reservoir lower discharge flow constraint, current basin, cross-basin water delivery channel overflow capacity, reservoir power station water head constraint and output constraint:

；

wherein ,cross-river basin water regulating reservoirs to be scheduled respectivelytThe initial and final stock volume of the period, +.>Respectively showing that the cross-river basin water regulating reservoirs to be scheduled are at the firsttAverage in-and-out flow in time period;

；

wherein ,Z_t For the cross-river basin water diversion reservoir to be scheduled in time periodtIs arranged in front of the dam,the maximum and minimum values of the upstream water level are set as the period t;

；

wherein ,Q_t In the first place for the cross-river basin water-regulating reservoir to be scheduledtThe amount of down-flow in the time period,in the first place for the cross-river basin water-regulating reservoir to be scheduledtThe maximum and minimum flow of the downward leakage flow in the time period;

；

wherein ,respectively representing the maximum overflow capacity of the drainage basin and the cross-drainage-basin water delivery channel; / >Water supply flow for the i-th water supply object period of the present domain,/-water supply flow for the i-th water supply object period of the present domain>Supplying water flow for a jth water supply object period crossing the river basin;

；

wherein ,h_t Hydropower station of cross-river basin water diversion reservoir to be scheduledtThe water head in the time period,the upper limit and the lower limit of a water head allowed by a hydropower station of a cross-river basin water regulating reservoir to be scheduled;

；

wherein ,P_t Hydropower station for cross-river basin water reservoir to be scheduledtThe average output of the time period,and outputting the maximum and minimum value for the hydropower station of the cross-river diversion reservoir to be scheduled.

Specifically, in step S6, the judgment condition may be expressed by the following formula:

；

wherein ,long-series water supply duration guarantee rate indicating the ith water supply object of the current basin, +.>Representing the duration guarantee rate of the long-series water supply of the jth water supply object in the cross-basin water supply so as to express the degree that the long-series water supply process meets the basin and the cross-basin design water supply process, and +.>Designing water demand for water supply flow and time period of ith water supply object period in the current domain, and allowing for +_in>And designing water demand for water supply flow and time period of the jth water supply object period in cross-basin water supply. />Representing the sum omega of the actual annual water supply quantity of all water supply objects in the current domain ^in-basin Sum of water demand for design year W ^in-basin Difference, delta ^trans-basin Representing cross-basin water supply The difference between the sum of the actual annual water supply amount of all water supply objects and the sum of the annual water demand of the design.

Since the objective function of the present invention is that the guaranteed rate of all water supply objects is the largest, i.e., the guaranteed rate of all water supply objects reaches one hundred percent. Therefore, the judgment condition is set to be that the time period water supply flow rate of each water supply object is larger than or equal to the time period design water demand, the average annual water supply quantity of all water supply objects of the current river basin is equal to the design annual water supply quantity, and the average annual water supply quantity of all water supply objects crossing the river basin is equal to the design annual water supply quantity.

Specifically, in step S7, according to the long-series calculation results, the water supply schedule line and the water supply damage period of the water supply amount of the water supply object that do not satisfy the determination condition are determined, and the time position of the water supply damage period in the schedule map and the water level of the reservoir of the water supply damage period are analyzed, so that the period in which the schedule line to be adjusted is located and the adjustment direction are found.

The principles of the present invention are further illustrated below in conjunction with specific embodiments:

according to the method, the water supply process is designed as far as possible on the basis of guaranteeing the average water supply quantity of the central line for one period design for a plurality of years according to the requirements of XXX water conservancy junction water supply scheduling tasks and principles and combining with the requirements of actual scheduling operation, so that an XXX water conservancy junction water supply scheduling model is built.

Firstly, according to the water demand process designed by the downstream of the X river, the XX ditch and the X branch, the water demand process of the 42-year long series ten-day-by-ten-day is refined and analyzed by adopting the widely-used grey system prediction theory, and a typical water demand process line in three water supply directions is drawn, so that a typical water demand basis is provided for the pushing of a follow-up water supply dispatching line.

The water demand process of the downstream of the X river, the XX ditch and the X fork is input as a gray prediction model, and the water demand of the long series of ten-day-by-ten-day is respectively taken as a sample to estimate the typical water demand of the current ten days. The three water supply directions are typically water demand processes calculated by gray predictive models, as shown in table 1 and fig. 2-4.

Table 1 three water supply directions typically require water process units: m is m ³ /s

。

And secondly, drawing a water supply dispatching line.

And taking the designed hydrologic series warehouse-in runoff as a warehouse-in runoff series for pushing the basic scheduling diagram. The water demand process adopts the annual maximum water demand and the annual minimum water demand in the water demand process respectively, and the annual maximum water supply and the annual minimum water demand are amplified or reduced according to the same ratio of the characteristic annual water demand to the typical water demand in the water demand process, so as to generate three typical water demand processes of annual maximum water supply, design water supply and minimum water supply. The characteristic water demand of the three water supply objects in ten days is shown in table 2.

Table 2 model annual water demand design units: yim ³

。

Combining the entering water and the typical water demand process, planning the water supply level of the reservoir at the end of the water supply period, and carrying out runoff adjustment calculation in reverse time sequence by taking ten days as a period, thereby respectively deducing the maximum water supply scheduling line, the design water supply scheduling line and the minimum water supply scheduling line:

(1) maximum water supply schedule line:

and (3) selecting long series of design runoffs as warehouse-in runoffs deduced by a dispatching line, and correcting typical water-requiring processes of the downstream of the X river, the XX ditch and the X fork according to the ratio of the maximum water-requiring quantity to the typical water-requiring process quantity in the historical data of the three water-supplying directions of the downstream of the X river, the XX ditch and the X fork respectively to obtain the maximum water-requiring processes, as shown in table 3. And (5) planning the water supply level of the reservoir at the end of the water supply period, and deducing the maximum water supply scheduling line through reverse time sequence.

Table 3 maximum water demand process units: m is m ³ /s

。

(2) Designing a water supply scheduling line:

and (3) selecting a long series of design runoffs as warehouse-in runoffs deduced by a dispatching line, correcting typical water-requiring processes of the downstream of the X river, the XX ditch and the X fork according to the ratio of the XX primary engineering design water-requiring quantity and the typical water-requiring process water quantity, and obtaining the design water-requiring process as shown in Table 4. And (3) setting the water supply level of the reservoir at the end of the water supply period, and deducing and designing a water supply scheduling line through reverse time sequence.

Table 4 design water demand process units: m is m ³ /s

。

(3) Minimum water supply schedule line:

and (3) selecting long series of design runoffs as warehouse-in runoffs deduced by a dispatching line, and correcting typical water-requiring processes of the downstream of the X river, the XX ditch and the X fork according to the ratio of the minimum water-requiring quantity to the typical water-requiring process quantity in the three water-supplying directions of the downstream of the X river, the XX ditch and the X fork respectively to obtain the minimum water-requiring process, as shown in table 5. Wherein the water demand process of the middle and downstream of the X river after correction is lower than 490m ³ At/s, according to 490m ³ The actual minimum water demand of the middle and downstream of X river after the water supply/s is regulated is 156.89 hundred million m ³ . And then, the water supply level of the reservoir at the end of the water supply period is planned, and the minimum water supply scheduling line is deduced through reverse time sequence.

Table 5 minimum water requirement process units: m is m ³ /s

。

And thirdly, setting up scheduling rules of all areas of an initial scheduling diagram, and judging that the drainage basin where the drainage basin water diversion reservoir is and the drainage basin where the water supply object of the drainage basin is does not synchronously have the water withering phenomenon according to a water supply situation index system of 'water supply of the reservoir, the drainage basin and the drainage basin water diversion'.

The individual water supply sections are formulated in the following division:

1) Water supply section 1:

the water supply section 1 is the area above the maximum water supply schedule line. The calculated maximum water demand process is adopted as the water supply flow in three water supply directions in the area;

2) Water supply section 2:

the water supply area 2 is the area between the maximum water supply line and the design water supply line, and the deduced design water demand process is adopted as the water supply flow in three water supply directions in the area;

3) Water supply section 3:

the water supply area 3 is an area between a designed water supply line and a minimum water supply line, and the deduced design water demand process is adopted as the water supply flow in three water supply directions in the area;

4) Water supply section 4:

the water supply area 4 is an area between the limiting dead water level and the minimum water supply line, and water is supplied to the area in the three water supply directions of the downstream of the X river, the XX ditch and the X branch according to the deduced minimum water demand process.

And fourthly, performing long-series runoff regulation calculation according to the water supply scheduling principle to form an initial scheduling diagram, as shown in fig. 5. The initial scheduling results are shown in table 6:

TABLE 6 initial Schedule scheduling results

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Because XX water-benefiting junction water supply scheduling should also give consideration to the exertion of other comprehensive benefits, the long-series runoff regulation calculation needs to meet the following constraint conditions:

(1) balance of water:

；

(2) Water storage level constraint:

；

wherein ,Z_t For the cross-river basin water diversion reservoir to be scheduled in time periodtIs arranged in front of the dam,is the maximum and minimum value of the upstream water level at the beginning of the period t.

(3) Lower leakage flow constraint:

；

wherein ,Q_t In the first place for the cross-river basin water-regulating reservoir to be scheduledtThe amount of down-flow in the time period,in the first place for the cross-river basin water-regulating reservoir to be scheduledtThe maximum and minimum flow of the downflow flow in the period are determined by the comprehensive utilization requirement of the power station, the flood discharge capacity of the downstream river, shipping, the dam discharge capacity and the like.

(4) X fork canal head, XX ditch junction overcurrent capability:

；

wherein ,the maximum overcurrent capacity of the X-fork canal head and XX canal junction is respectively indicated, and can be inquired through the curve of the overcurrent capacity of the X-fork canal head and XX canal junction.

(5) Head restraint:

；

wherein ,h_t Hydropower station of cross-river basin water diversion reservoir to be scheduledtThe water head in the time period,cross-basin scheduling for schedulingThe upper and lower limits of the water head allowed by the hydropower station of the water reservoir.

(6) Force constraint:

；

wherein ,P_t Hydropower station for cross-river basin water reservoir to be scheduledtThe average output of the time period,the maximum and minimum output values of the hydropower station for the cross-river basin water diversion reservoir to be scheduled are comprehensively determined by the power characteristics of the unit, the expected output of the unit and the like.

Fifth, based on a long series of water supply processes and design water demand process lines for each water supply object, it is judged whether the following conditions are satisfied:

；

wherein ,long-series water supply duration guarantee rate indicating the ith water supply object of the current basin, +.>Representing the duration guarantee rate of the long-series water supply of the jth water supply object in the cross-basin water supply so as to express the degree that the long-series water supply process meets the basin and the cross-basin design water supply process, and +.>Designing water demand for water supply flow and time period of ith water supply object period in the current domain, and allowing for +_in>And designing water demand for water supply flow and time period of the jth water supply object period in cross-basin water supply. />Representing actual annual supply of all water supply objects in the current domainSum omega of water amounts ^in-basin Sum of water demand for design year W ^in-basin Difference, delta ^trans-basin The difference between the sum of the actual annual water supply amount of all water supply objects in the cross-basin water supply and the sum of the annual water demand of the design is represented.

According to the design result of the midline engineering, the XXX water conservancy junction averagely compensates the water discharge quantity of the downstream of the middle and the middle of the X river and the water supply quantity of the XX ditch for many years to total 168.5 hundred million m ³ Wherein the XX ditch is supplied with water for 6.28 hundred million m for many years ³ Average water supply of X branch for years is 94.93 hundred million m ³ 。

And a sixth step of counting the water supply objects and the time periods which do not satisfy the judgment conditions based on the judgment result of the fifth step.

1) Downstream of X river:

the average water discharge amount of X river downstream for years is 207.53 hundred million m ³ The water discharge capacity 162.22 hundred million m under the compensation of the one-term engineering design of the central line is met ³ However, due to the fact that the determined flow is adopted for water supply during water supply scheduling, the water demand requirements of different design hydrologic years in the same period are difficult to be completely matched, and the guarantee rate of the middle and downstream compensation leakage duration is 74.95%. And counting the water supply damage period.

2) XX ditch:

the average water diversion amount of the XX ditch irrigation area for years is 6.15 hundred million m ³ Design water diversion amount of 6.28 hundred million m below XX ditch irrigation area of one-term project of central line ³ The XX groove duration guarantee is 51.02%. And counting the water supply damage period.

3) X is bifurcated:

average diversion amount of X-branch canal head junction for years is 88.55 hundred million m ³ The design water diversion amount of the X-branch canal head junction is 94.93 hundred million m lower than that of the first-term project of the central line ³ The duration guarantee rate is 42.50%.

And seventhly, correcting the initial scheduling diagram based on the statistical result. And counting the water supply damage period.

1) And (3) correcting water supply in the middle and downstream of X river:

the water supply damage periods are dispersed and the damage depths are different, the water supply flow of each water supply area is influenced by the water level of the reservoir in the facing period by adopting different typical processes, the water demand requirements of different hydrologic years in long series still cannot be completely met, and the designed water supply demand can be met only when the water supply flow is larger than the designed water demand. Because the average water diversion amount is slightly larger than the designed water demand for years, the water supply amount of the middle and downstream water supply of each water supply area X river can not be adjusted.

2) XX ditch water supply correction:

because the water supply scheme does not consider the condition of water demand of the XX ditch, different typical flow rates are selected to supply water to the XX ditch irrigation area according to the water level of the reservoir at the time interval facing the time interval, but the water demand of different hydrologic years at the same time interval is different, and the design water supply requirement can be met only when the water supply flow rate is larger than the design water demand. Because the average water diversion quantity for many years is smaller than the designed water demand, the water supply quantity of XX ditches of each water supply area needs to be adjusted.

3) X branch water supply correction:

the water supply flow of each water supply area of the X-branch canal head junction adopts different typical processes, but the water supply flow is influenced by the water level of the facing time period reservoir, and the water demand of different hydrologic years of a long series still cannot be completely met, and the design water supply demand can be met only when the water supply flow is larger than the design water demand; when the running water level of the reservoir is lower, the water demand of the water receiving area still cannot be met due to the fact that the X-branch canal head overflows according to the maximum overflow capacity, and water supply damage can be caused. Therefore, since the average water diversion amount is smaller than the designed water demand for many years, the water supply amount of each water supply section X branch needs to be adjusted.

And eighth, verifying the corrected scheduling diagram again by adopting the judgment condition of the fifth step.

As can be seen from the principle of the dispatch diagram, each dispatch line in this embodiment represents three water supply directions, so that the control of the water supply quantity can be ensured, and the original design water supply quantity can be changed by correcting the water supply dispatch line, so that the dispatch line is not adjusted.

Because the embodiment is based on the long-series design water supply process of different water supply objects and adopts the gray system theory to predict the water demand process of each water receiving area in the future, the scheduling diagram is mainly corrected for the average water regulating quantity of the middle line project for many years, the water supply flow of each area in the middle and lower reaches of X river is scheduled according to the original mode, and the XX ditch and X fork are used for supplying water in the water supply areas 2 to 4 according to the water demand corresponding to the design water supply quantity.

The embodiment corrects the water supply amount by adopting different amplitudes, thereby forming a plurality of correction schemes, and each correction scheme meets the judgment condition.

The final water supply schedule of one modification is shown in fig. 6, and the water supply flow rates of the respective zones are adjusted as shown in table 7.

Table 7 water supply schedule partition water supply flow units: m is m ³ /s

。

The water supply dispatching results of the XX-mouth water-friendly hub of the scheme are shown in Table 8 through long-series dispatching calculation.

Table 8 XX water supply schedule statistics for water reservoirs

。

As can be seen from Table 8, the average water discharge amount of the downstream of X river for years is 203.70 hundred million m ³ Average water regulating quantity of XX ditch for many years is 6.98 hundred million m ³ The average water regulating capacity of X-branch canal head junction for years is 95.24 hundred million m3, and the water supply capacity of 95% of water supply years is 155.55 hundred million m respectively ³ 5.84 hundred million m3, 78.29 hundred million m ³ The water supply amounts of the water supply in 75% of the year are 177.88 hundred million m respectively ³ 6.04 hundred million m ³ 83.32 hundred million m ³ 。

And ninth, combining the comparison analysis results of the aspects of water supply, water utilization rate, water discard, average power generation for many years, scheduling flexibility and the like, and adopting a hierarchical analysis method (Analytic Hierarchy Process, AHP for short) widely applied to the decision of the hydropower energy system to decide and optimize the correction scheme of each scheduling diagram.

The hierarchical structure diagram of the multi-criterion decision problem combining with the scheme decision of the XX-aperture water-resource hub water supply scheduling diagram is shown in figure 7, and comprises the following three layers:

the highest layer is the target layer: selecting a scheduling diagram scheme;

the middle layer is a criterion layer: average water supply for years, withered water supply, water utilization rate, generating capacity and scheduling flexibility;

the lowest layer is a scheme layer: the scheme layer is a variety of measures selected for achieving the aim, namely various correction schemes.

Then, a pairwise comparison matrix (judgment matrix) is constructed, and pairwise comparison is performed on the importance of each factor of the same layer with respect to a certain criterion (target) in the previous layer, so as to construct the pairwise comparison judgment matrix. According to the hierarchical structure diagram and the scheduling results of each scheme of the XX-aperture water-beneficial hub, a comparison matrix is constructed as shown in tables 9-14:

TABLE 9 target layer comparison matrix

Table 10 average water supply criterion comparison matrix for many years

Table 11 comparison matrix of water supply quantity criteria in dead water year

Table 12 water usage criterion comparison matrix

Table 13 criteria comparison matrix for power generation

Table 14 scheduling flexibility criteria comparison matrix

And calculating the relative weight of the compared factors to each criterion by using the comparison matrix, and carrying out consistency test of the judgment matrix. And determining the weight vector of the comparison matrix by adopting a characteristic root method.

From this calculation, the eigenvectors and eigenvectors of the 5 comparison matrices are shown in table 15:

TABLE 15 feature vectors and feature roots

。

Judging the consistency of the comparison matrix, and mainly examining the following indexes: consistency index, random consistency index, and consistency ratio index. From this, the consistency index of the above five comparison matrices is calculated as shown in table 16:

table 16 results of consistency checks

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As shown by the consistency test result, the average random consistency index of the 5 comparison matrixes is lower than 0.1, and the consistency test of the matrixes is proved to be qualified.

And then, calculating the combination weight and the combination consistency test of the scheme layer to the target layer, and sequencing. The combined weights of 5 schedule schemes for the XX-mouth water-by-hub water schedule are shown in Table 17:

Table 17 combining weights

。

The combination weight calculation shows that: the five schemes are selected in a comprehensive ratio, namely, the aspects of water quantity regulation, water quantity utilization rate, power generation capacity, scheduling flexibility and the like are combined, and the scheme characteristics of different water supply scheduling graphs are combined, wherein in the schemes one to three, the combination weight of the scheme one is highest; in the fourth and fifth schemes, the combination weight is highest in the fourth scheme. And the combination weights of the two schemes are relatively close.

By checking the consistency of the combination, the consistency index CI=0.03 of the combination weight, the average random consistency index RI=1.12, and the consistency index CR=0.03 <0.1 of the combination weight, the consistency check of the comparison judgment matrix of the whole hierarchy is qualified.

The water demand process of the design of the three water supply directions of the water demand-adjustable scheme proposed in the original design is compared with the water supply scheduling operation scheme recommended by the specific embodiment. The results were as follows:

(1) Water supply amount analysis:

the long-series water supply amount was calculated by comparing the two schedules as shown in the following table 18, and fig. 8, 9, and 10.

Table 18 XX average water supply per unit of water conservancy junction for years: yim ³

。

The comparison analysis of the adjustable water volume scheme and scheme five can be known: scheme five is slightly lower than the adjustable water volume scheme on average water volume of X branches in the middle and downstream of X river, but 75% and 95% of water volume is higher than the adjustable water volume scheme in the north. The water supply of each water supply scheduling area is controlled by the typical water supply quantity, and after the north water transfer quantity is increased, the downstream compensation water discharge quantity in the X river is obviously reduced.

The water-needed process and scheme five of the comparative analysis design can be known: in the fifth scheme, the average water supply quantity of X branches for many years, 75% and 95% of water supply quantity in the year are obviously higher than the design water requirement, and the average water supply quantity of X branches for many years in the middle and lower reaches of X rivers and XX ditches are higher than the design water requirement, but the water supply quantity of X branches in the middle and lower reaches of X rivers and XX ditches is obviously lower than the design water requirement process when 75% and 95% of dead water years are encountered.

(2) And (3) comparing the water utilization rate:

the water utilization rates of the two schemes are shown in table 19, and the water reject amount comparison is shown in fig. 11:

from the above chart, the fifth water usage is lower than the variable water usage. The average water reject rate 54.85 of the adjustable water rate scheme is more than years, while the water reject rate 55.58 of the scheme five is increased mainly because the total water supply rate of the scheme five is smaller than that of the adjustable water rate scheme, so that the water utilization rate is lower.

Table 19 water usage comparison unit: % of (B)

。

(3) Comparison of generated energy:

the tunable water scheme and scheme five annual total power production pair is shown in fig. 12. As can be seen from FIG. 12, the average power generation of over five years was 33.73 mkW.h, which was substantially consistent with the adjustable water content regime of 33.78 mkW.h.

(4) Real-time scheduling and planning:

the scheme five can definitely face the water supply flow in three water supply directions of the middle and downstream of the period X river, the XX ditch and the X fork in the actual scheduling, so that the adjustment of the water supply plan of the temporary section in the actual scheduling is facilitated; meanwhile, the water supply plan of the XX-mouth water-friendly hub annual can be rapidly compiled according to the medium-long-term runoff forecast, and the method has remarkable advantages in two aspects of actual dispatching operation and water supply planning.

In this embodiment, the fifth scenario is the final schedule.

If in the third step, according to the water supply situation index system of reservoir water supply-water supply in the present basin-water diversion basin, it is determined that the basin where the water diversion basin is located and the basin where the water supply object is located in the water diversion basin synchronously exist in the present implementation, then the following partition mode is adopted for each water supply area:

1) Water supply section 1:

2) Water supply section 2:

3) Water supply section 3:

4) Water supply section 4:

Combining the incoming water frequency and the water demand frequency of the water supply object crossing the river basin, and synchronously reducing the water supply according to the uniform reduction amplitude L.

；

wherein ,for the frequency of entering water in a cross-basin water diversion reservoir>Is the first stream domainiThe water demand frequency of the water supply object,Iwater supply object total for the present domain,/-for>To cross-river basinjThe water demand frequency of the water supply object,Jto supply the total number of objects across the basin. L=20% was obtained.

And the fourth step is executed subsequently, and long-series runoff adjustment calculation is carried out according to the water supply scheduling principle to form an initial scheduling diagram. The initial scheduling results are shown in table 20:

table 20 initial Schedule scheduling results

。

And continuing to execute the fifth step to the ninth step according to the initial scheduling diagram obtained in the fourth step. The result shows that when the synchronous water withering phenomenon exists in the river basin where the cross-river basin water regulating reservoir is located and the river basin where the cross-river basin water supply object is located in a certain model year, the water supply is synchronously reduced according to the uniform reduction amplitude by combining the water supply frequency and the water demand frequency of the water supply object of the river basin and the cross-river basin water supply object, the extreme water supply damage condition can be effectively avoided, and the stable water supply flow can be ensured in all water supply directions.

What is not described in detail in this specification is prior art known to those skilled in the art.

Claims

1. A multi-target scheduling method for a large cross-river basin water diversion reservoir is characterized by comprising the following steps of: the method comprises the following steps:

judging whether an asynchronous synchronous withering phenomenon exists in a river basin where the river basin water regulating reservoir is located and a river basin where a water supply object of the river basin is located according to the current water incoming frequency of the river basin water regulating reservoir, the water storage frequency of the river basin and the water shortage frequency of the river basin;

2. A method according to claim 1, characterized in that: when the current water supply frequency of the cross-basin water regulating reservoir, the water demand frequency of the current basin and the water demand frequency of the cross-basin are all larger than the threshold value P _both And when the water supply object is positioned in the river basin, judging that the asynchronous synchronous withering phenomenon exists in the river basin where the cross-river basin water regulating reservoir is positioned.

3. A method according to claim 1, characterized in that: when the water supply data of the water supply object which does not meet the condition is corrected on the initial scheduling diagram, different adjustment amplitudes are adopted to correct the position of the water supply scheduling line and the water supply quantity, so that a plurality of different correction schemes are obtained; and comparing and selecting the correction schemes, and taking a scheduling diagram formed by the optimal correction scheme as a final scheduling diagram.

4. A method according to claim 1, characterized in that: constraints of the long series runoff conditioning calculation process include:

；

5. A method according to claim 1, characterized in that: judging that the drainage basin where the cross-drainage-basin water diversion reservoir is located and the drainage basin where the cross-drainage-basin water supply object is located does not synchronously exist after the phenomenon of water withering; or judging that the drainage basin where the drainage basin-crossing water regulating reservoir is located and the drainage basin where the water supply objects crossing the drainage basin are located have the water withering phenomenon, and after the water storage of the drainage basin-crossing water regulating reservoir meets the water use requirements of the drainage basin and each water supply object crossing the drainage basin, adopting the following water supply scheduling principle:

6. A method according to claim 1, characterized in that: judging that the drainage basin where the drainage basin-crossing water regulating reservoir is located and the drainage basin where the water supply objects crossing the drainage basin are located all have the water withering phenomenon, and after the water storage of the drainage basin-crossing water regulating reservoir cannot meet the water use requirements of the drainage basin and each water supply object crossing the drainage basin, adopting the following water supply scheduling principle:

synchronously reducing water supply flow rates of all water supply objects according to a uniform reduction range L for all water supply areas, wherein:

；

wherein ,for the frequency of entering water in a cross-basin water diversion reservoir>Is the first stream domainiThe water demand frequency of the water supply object,Iwater supply object total for the present domain,/-for>To cross-river basinjThe water demand frequency of the water supply object,Jto supply the total number of objects across the basin.

7. A method according to claim 1, characterized in that: the process of deducing the maximum water supply dispatching line of the cross-basin water diversion reservoir comprises the following steps:

8. A method according to claim 1, characterized in that: the process of deducing the design water supply scheduling line of the cross-basin water diversion reservoir comprises the following steps:

respectively correcting the designed water demand process line of each water supply object according to the proportion of the set engineering design water demand of each water supply object and the water demand corresponding to the designed water demand process line;

based on the planned water supply level of the water supply reservoir crossing the river basin at the end of the water supply period, the corrected design water demand process line and the long-series design runoff serving as the warehouse-in runoff, the design water supply scheduling line is obtained by pushing the reverse time sequence.

9. A method according to claim 1, characterized in that: the process of deducing the minimum water supply dispatching line of the cross-basin water diversion reservoir comprises the following steps:

10. A multi-target scheduling system of a large cross-river basin water diversion reservoir is characterized in that: a multi-objective scheduling method for implementing a large cross-basin water transfer reservoir as claimed in any one of claims 1 to 9.