CN102817335A - Method and system for optimal scheduling on joint flood control for cascade reservoir groups - Google Patents

Abstract

The invention discloses a method and a system for optimal scheduling on joint flood control for cascade reservoir groups. The method includes the steps of firstly, determining flood type according to real-time reservoir level and the process of forecasting runoff in case of flood; secondly, deciding a primary protection object according to the flood type and downstream control-point flood control standards; thirdly, automatically selecting flood control optimization objectives and corresponding optimization scheduling models in a system model base; and fourthly, solving and optimizing the optimization scheduling model by modified genetic algorithm. The method and the system dynamically judge the level of flood and finish hierarchical scheduling based on the level of flood. In addition, projection of downstream protection objects, dam safety and flood recycling are achieved by selecting proper optimization scheduling objectives according to comprehensive information of the reservoirs, such as regulation performance, scheduling period and reliability in forecast flood during hierarchical scheduling, efficiency in decisions for the reservoir groups is improved, and mass data statistics show that the decision efficiency is improved by about 30% by the method and the system.

Description

A kind of step reservoir crowd unites the method and system of the Optimization Dispatching of controlling flood

Technical field

The present invention relates to the method and system that a kind of step reservoir crowd unites the Optimization Dispatching of controlling flood, belong to step reservoir dispatching technique field.

Background technology

Adjustment along with national energy economy; China is that main energy resource structure will progressively develop to various energy resources with the thermoelectricity; Especially the clean reproducible energy development and use change for preferential direction, and HYDROELECTRIC ENERGY will be the chief component of clean reproducible energy in following one period.

After general step power station crowd builds completion; How to adapt to the reform and development of electricity market and the requirement of separating the factory and network; How to make that promptly having built engineering gives full play to economical, societal benefits; Improving enterprise's competitiveness on electricity market to greatest extent is the new problem that each large watershed genco faces, and dispatches one of new problem that is faced exactly and how to carry out flood.

Traditional step reservoir crowd can not dynamically judge the rank of flood and realize graded dispatching on this basis; Simultaneously, the integrated informations such as reliability of also can't be in graded dispatching coming water according to the adjusting function of reservoir, scheduling of living in period, forecast realize the requirement of protection downstream protection object and dam safety and flood resourceization, and the efficiency of decision-making are low.

In addition; It is very complicated that many storehouse series connection GROUP OF HYDROPOWER STATIONS are united the flood control scheduling; Contain multiple linearity and nonlinear restriction, find the solution, have the shortcomings such as low precision that amount of calculation is big, separate usually with the optimization routine algorithm; The improvement Dynamic Programming (POA) that developed recently gets up is commonly used to it is found the solution, and still the problem of " dimension " calamity will become and is difficult to the obstacle that overcomes in the Practical Calculation.

Summary of the invention

The objective of the invention is to, the method and system that provide a kind of step reservoir crowd to unite the Optimization Dispatching of controlling flood, it can dynamically be judged the rank of flood and realize graded dispatching on this basis; Simultaneously, can realize protecting the requirement of downstream protection object and dam safety and flood resourceization, improve the efficiency of decision-making.

For solving the problems of the technologies described above, the present invention adopts following technical scheme: a kind of step reservoir crowd unites the method for the Optimization Dispatching of controlling flood, and may further comprise the steps:

S1, according to real-time reservoir level with face the flood forecasting discharge process and judge the flood classification;

S2 is according to flood classification and the primary protection object of control point, downstream flood control standard decision-making;

S3 chooses Optimization Dispatching model corresponding in flood control optimization aim and the system model storehouse automatically;

S4 utilizes improved genetic algorithm to Optimization Dispatching model solution and optimization.

Each Optimization Dispatching target all has corresponding scheduling model, calculates through utilization principle of optimality and numbered analog simulation to reach the corresponding optimization aim of this model.

Reservoir level one timing, flood forecasting comes water inventory more greatly then more dangerous, when flood volume surpasses some thresholds, will cause whole flood all to let out to be lower than under the safety discharge of downstream, and should get into Bao Ba this moment is that main flood control is dispatched.Equally, when forecasting water inventory one regularly, the low more then flood control capacity of reservoir level is strong more, can protect downstream flood control object better.Therefore, Current Library water level, forecast peb process two factors have directly determined maximum stream flow that can reservoir control flood control control point, downstream below safety discharge.Need be on the basis of gathering real time information and forecasting process information, through numbered analog simulation calculation carrying out anticipation.The great flood that the flood classification mainly is divided into the little flood below the level of protection of downstream and surpasses the downstream level of protection.

Aforesaid step reservoir crowd unites in the method for the Optimization Dispatching of controlling flood, and the described judgement flood of step S1 classification specifically may further comprise the steps: a. controls flood downstream from the safety discharge at control point as the peak clipping flow; B. according to reservoir level, forecast peb process and peak clipping flow carry out the peak clipping scheduling in real time; C. the reservoir level process to above-mentioned peak clipping scheduling detects; If the highest reservoir level surpasses the design flood level of dam; Then this flood is for surpassing the flood of downstream flood control standard, if the highest reservoir level does not surpass the design flood level of dam, then this flood is the flood that is lower than the downstream flood control standard.

For the little flood that does not surpass the downstream flood control standard, main optimization aim is to guarantee the downstream protection object, more particularly: the minimum and flood resource utilization maximization of downstream flood control loss; For the great flood that surpasses the downstream flood control standard, mainly adopt the principle of graded dispatching, take all factors into consideration downstream flood control loss, downstream masses transfer time, dam safety and flood resource utilization maximization several objects.

Aforesaid step reservoir crowd unites in the method for the Optimization Dispatching of controlling flood; Step S2 is described specifically to be comprised according to flood classification and control point, the downstream primary protection object of flood control standard decision-making: if a. surpasses the flood of downstream flood control standard; Then primary protection object is the safety of dam self; Transfer when the flood into reservoir flow is greater than flood control control point, downstream safety discharge in the big vast process, follow the tracks of under the reservoir inflow and let out; If b. be lower than the flood of downstream flood control standard, then primary protection object is the flood control control point in downstream, transfers when the flood into reservoir flow is greater than flood control control point, downstream safety discharge in the big vast process, and reservoir outbound flow-control is below the safety discharge of downstream.

Aforesaid step reservoir crowd unites in the method for the Optimization Dispatching of controlling flood; Step S3; If storage capacity is limited or fixed,, adopt maximum peak clipping scheduling mode to be optimized scheduling then to cut down peak flood flow to greatest extent as optimization aim; Wherein, the scheduling model of described maximum peak clipping scheduling mode is:

Object function:

$\min {\&Integral;}_{t_0}^{t_d}\{{[q_1\left(t\right)+{\mathrm{<figure-callout\; id="1"\; label="Q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{1,2}}\left(t\right)]}^2+{[q_2\left(t\right)+{\mathrm{<figure-callout\; id="2"\; label="Q"\; filenames="HDA00001881860400011.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{2,3}}\left(t\right)]}^2+\mathrm{\&Lambda;}+{[q_n\left(t\right)+Q_{n,n+1}\left(t\right)]}^2\}\mathrm{dt}$

That is:

$\min \underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}{(q_i^j+Q_{i,i+1}^j)}^2\mathrm{\&Delta;t},$ $M=\frac{t_d-t_0}{\mathrm{\&Delta;t}}$

Constraints:

Initial storage capacity constraint: $\underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}(Q_i^j-q_i^j)\mathrm{\&Delta;\; t}=\mathrm{\&Delta;}{V}_i$

Maximum letdown flow constraint:

Period letdown flow constraint: $q_i^j\&le;\mathrm{Min}({\stackrel{\&OverBar;}{Q}}_i^j,Q_i^j)$

The discharge capacity constraint: $q_i^j\&le;q_i^j(Z_i^j,B_i^j)$

Water balance: $\frac{Q_i^j+Q_i^{j+1}}{2}-\frac{q_i^j+q_i^{j+1}}{2}=\frac{\mathrm{\&Delta;}{V}_i^j}{\mathrm{\&Delta;\; t}}$

The root advance of freshet of Maas capital: $Q_{i+1}^{j+1}=C_{0}q{Q}_i^{j+1}+C_{1}q{Q}_i^j+C_2{Q}_{i+1}^j$

s.t. $q{Q}_i^{j+1}=q_i^{j+1}+Q_{i,i+1}^{j+1}$

$q{Q}_i^j=q_i^j+Q_{i,i+1}^j$ i＝1,2,Λ,n;j＝1,2,Λ,M

Wherein:

is the flood into reservoir flow of i level reservoir in the j period;

is for to find the solution the maximum peak clipping flow that obtains according to object function;

is the outbound flow of i level reservoir in the j period;

N is a reservoir progression, from top to bottom, and i=1, Λ Λ n, integer;

M is the calculation interval number, j=1, Λ Λ M, integer;

Δ t will be for being divided into the time segment length of M period dispatching cycle;

Δ V _iIt is the storage capacity of i level reservoir;

is i level reservoir and i+1 level reservoir in the local inflow of j period, and outbound place of reverse calculation to the i level reservoir;

be i level reservoir the reservoir of j period effluent with interval flow with;

is the water level of i level reservoir in the j period;

is the gatage of i level reservoir in the j period;

be i level reservoir in the j period, the maximum letdown flow that corresponding water level can provide when for

aperture.

Aforesaid step reservoir crowd unites in the method for the Optimization Dispatching of controlling flood, and among the step S3, all full values of sending out the generating water supply volume that is consumed of participation generating set are a positive between flood period if total warehouse-in water yield of the interior flood of leading time deducts; Maximum minus deviation appears in forecast, and above-mentioned numerical value still is a positive, and the current storage capacity that is used for letting out in advance is during greater than above-mentioned positive; Guaranteeing the safety of single reservoir and step reservoir, and make full use of flood resource, reduce to greatest extent and abandon the water yield as optimization aim; The Optimization Dispatching mode is let out in employing in advance dispatches; Make reservoir inflow surpass unit through the position that before flood arrives, sluices in advance and completely send out flow, carry out retaining of overage reservoir inflow, thus the additional issue electric weight; Wherein, the described scheduling model of letting out the Optimization Dispatching mode in advance is:

Object function:

$\min {\&Integral;}_{t_0}^{t_d}\{{[q_1\left(t\right)+{\mathrm{<figure-callout\; id="1"\; label="Q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{1,2}}\left(t\right)]}^2+{[q_2\left(t\right)+{\mathrm{<figure-callout\; id="2"\; label="Q"\; filenames="HDA00001881860400011.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{2,3}}\left(t\right)]}^2+\mathrm{\&Lambda;}+{[q_n\left(t\right)+Q_{n,n+1}\left(t\right)]}^2\}\mathrm{dt}$

That is:

$\min \underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}{(q_i^j+Q_{i,i+1}^j)}^2\mathrm{\&Delta;t},$ $M=\frac{t_d-t_0}{\mathrm{\&Delta;t}}$

Constraints:

Initial storage capacity constraint: $\underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}(Q_i^j-q_i^j)\mathrm{\&Delta;\; t}=\mathrm{\&Delta;}{V}_i$

Maximum letdown flow constraint:

Period letdown flow constraint: $q_i^j\&le;\mathrm{Min}({\stackrel{\&OverBar;}{Q}}_i^j,Q_i^{j-{\mathrm{\&tau;}}_{i\backslash }})$

The discharge capacity constraint: $q_i^j\&le;q_i^j(Z_i^j,B_i^j)$

Water balance: $\frac{Q_i^j+Q_i^{j+1}}{2}-\frac{q_i^j+q_i^{j+1}}{2}=\frac{\mathrm{\&Delta;}{V}_i^j}{\mathrm{\&Delta;\; t}}$

The root advance of freshet of Maas capital: $Q_{i+1}^{j+1}=C_{0}q{Q}_i^{j+1}+C_{1}q{Q}_i^j+C_2{Q}_{i+1}^j$

s.t. $q{Q}_i^{j+1}=q_i^{j+1}+Q_{i,i+1}^{j+1}$

$q{Q}_i^j=q_i^j+Q_{i,i+1}^j$ i＝1,2,Λ,n;j＝1,2,Λ,M

Wherein:

is the flood into reservoir flow of i level reservoir in the j period;

is for to find the solution the maximum peak clipping flow that obtains according to object function;

τ _iIt is the leading time of i level reservoir;

is the outbound flow of i level reservoir in the j period;

N is a reservoir progression, from top to bottom, and i=1, Λ Λ n, integer;

M is the calculation interval number, j=1, Λ Λ M, integer;

Δ t will be for being divided into the time segment length of M period dispatching cycle;

Δ V _iIt is the storage capacity of i level reservoir;

is i level reservoir and i+1 level reservoir in the local inflow of j period, and outbound place of reverse calculation to the i level reservoir;

be i level reservoir the reservoir of j period effluent with interval flow with;

is the water level of i level reservoir in the j period;

is the gatage of i level reservoir in the j period;

be i level reservoir in the j period, the maximum letdown flow that corresponding water level can provide when

for aperture.

Aforesaid step reservoir crowd unites in the method for the Optimization Dispatching of controlling flood, and step S4 is described to utilize improved genetic algorithm that Optimization Dispatching model solution and optimization may further comprise the steps:

S41, the generation of initial population, the individual formation of scheduling scheme of promptly initially controlling flood;

S42 calculates individual fitness, promptly object function is found the solution;

S43, the realization of genetic operator.

A kind of step reservoir crowd who realizes preceding method unites the system of the Optimization Dispatching of controlling flood, and comprising: automatic water regime measuring system, communication system and water are transferred automated system, and communication system transfers automated system to be connected with the automatic water regime measuring system with water respectively.

Aforesaid step reservoir crowd unites in the system of the Optimization Dispatching of controlling flood, and described automatic water regime measuring system comprises: telemetry station, information transfer channel and console for centralized control, information transfer channel are connected with console for centralized control with telemetry station respectively; Wherein, telemetry station is used for collecting automatically the real time data of rainfall, water level and other hydrologic parameters, under the control of console for centralized control, becomes pulse signal to these data layouts by certain way, is delivered to console for centralized control through information transfer channel; Telemetry station comprises: rainfall gauge, fluviograph, encoder, data set, radio station and power-supply device; Information transfer channel is the electric wave transmission line that connects between telemetry station and the console for centralized control, comprises wired and wireless two types; Console for centralized control is used for concentrating the hydrology data of each telemetry station in the telemetry system, calculates arrangement, in time makes flood forecasting, but and regulating gate open and close, carry out water project operation; Console for centralized control comprises communication station and electronic computer.

Aforesaid a kind of step reservoir crowd unites in the system of the Optimization Dispatching of controlling flood; Described communication system comprises optical fiber telecommunications system, microwave telecommunication system, production scheduling communication system and the power supply system for communications; The power supply system for communications is connected with optical fiber telecommunications system, microwave telecommunication system and production scheduling communication system respectively; Optical fiber telecommunications system is used for each branch center and controls bidirectional transfer of information in the heart with collection; Microwave telecommunication system is used for transfer of data between telemetry-acquisition station and the affiliated branch center, and the production scheduling communication system is used for the transmission of collection control central interior information, and the power supply system for communications is used to communication equipment reliable uninterrupted power source is provided.

Aforesaid a kind of step reservoir crowd unites in the system of the Optimization Dispatching of controlling flood; Described water transfers automated system to comprise: information transmit-receive unit, Back ground Information memory cell, model memory cell and information process unit; The Back ground Information memory cell is connected with information process unit with the information transmit-receive unit respectively, and the model memory cell is connected with information process unit.

Compared with prior art, the present invention dynamically judges the rank of flood and realizes graded dispatching on this basis according to the current operation conditions of reservoir, the peb process that faces and downstream safety protection standard; Simultaneously; The integrated informations such as reliability of in graded dispatching, coming water according to the adjusting function of reservoir, scheduling of living in period, forecast; Through choosing appropriate Optimization Dispatching target; Realize the requirement of protection downstream protection object and dam safety and flood resourceization, improved the efficiency of decision-making of multi-reservoir simultaneously; In addition; With only to begin to carry out iterative computation with an initial point in the optimization routine algorithm different; Improved genetic algorithm is to calculate from a plurality of initial points simultaneously; Finally try to achieve the optimal solution of problem, thereby improved step reservoir crowd's the efficiency of decision-making, impel the final maximum economic and social benefit that obtains.Show that according to the mass data statistics adopt the present invention to carry out the flood Optimization Dispatching, the efficiency of decision-making has improved about 30%.

Description of drawings

Fig. 1 is the structural representation of a kind of embodiment of the present invention;

Fig. 2 is the workflow diagram of a kind of embodiment of the present invention;

Fig. 3 is the flow chart that scabbles an Optimization Dispatching;

Fig. 4 is the basic flow sheet that step hydropower station flood control Optimization Dispatching Floating-point Genetic Algorithm is found the solution;

Fig. 5 is a flow chart of letting out Optimization Dispatching in advance;

Fig. 6 is the adjusting concept map that scabbles an Optimization Dispatching;

Fig. 7 is a Reservoir Water Level process sketch map when scabbling Optimization Dispatching;

Fig. 8 is an adjusting concept map of letting out Optimization Dispatching in advance;

Fig. 9 is a Reservoir Water Level process sketch map when letting out Optimization Dispatching in advance;

Figure 10 is the sketch map of feasible individuality.

Reference numeral: 1-automatic water regime measuring system, the 2-communication system, 3-water is transferred automated system, 4-telemetry station; The 5-information transfer channel, 6-console for centralized control, 7-optical fiber telecommunications system, 8-microwave telecommunication system; 10-production scheduling communication system, the 11-power supply system for communications, 12-information transmit-receive unit; 13-Back ground Information memory cell, 14-model memory cell, 15-information process unit.

Below in conjunction with the accompanying drawing and the specific embodiment the present invention is further described.

The specific embodiment

Embodiments of the invention 1: apply the present invention in Wujiang River step power station crowd's the flood control Optimization Dispatching.A kind of step reservoir crowd unites the system of the Optimization Dispatching of controlling flood, and is as shown in Figure 1, comprising: automatic water regime measuring system 1, communication system 2 and water are transferred automated system 3, and communication system 2 transfers automated system 3 to be connected with automatic water regime measuring system 1 with water respectively.

Described automatic water regime measuring system 1 comprises: telemetry station 4, information transfer channel 5 and console for centralized control 6, information transfer channel 5 are connected with console for centralized control 6 with telemetry station 4 respectively; Wherein, telemetry station 4 is used for collecting automatically the real time data of rainfall, water level and other hydrologic parameters, under the control of console for centralized control 6, becomes pulse signal to these data layouts by certain way, is delivered to console for centralized control 6 through information transfer channel 5; Telemetry station 4 comprises: rainfall gauge, fluviograph, encoder, data set, radio station and power-supply device; Information transfer channel 5 is the electric wave transmission lines that connect between telemetry station 4 and the console for centralized control 6, comprises wired and wireless two types; Console for centralized control 6 is used for concentrating the hydrology data of each telemetry station 4 in the telemetry system, calculates arrangement, in time makes flood forecasting, but and regulating gate open and close, carry out water project operation; Console for centralized control 6 comprises communication station and electronic computer.

Described communication system 2 comprises optical fiber telecommunications system 7, microwave telecommunication system 8, production scheduling communication system 10 and the power supply system for communications 11.

Described water transfers automated system 3 to comprise: information transmit-receive unit 12, Back ground Information memory cell 13, model memory cell 14 and information process unit 15; Back ground Information memory cell 13 is connected with information process unit 15 with information transmit-receive unit 12 respectively, and model memory cell 14 is connected with information process unit 15.

The operating principle of the foregoing description: (as shown in Figure 2)

Telemetry station 4 in the automatic water regime measuring system 1 is collected the real time data of rainfall, water level and other hydrologic parameters automatically like rainfall gauge, fluviograph, encoder etc.; Telemetry station 4 is through transfer of data to the console for centralized control 6 (like communication station and electronic computer) of information transfer channel 5 as collecting more than wired or wireless the general; Under the control of console for centralized control 6, become pulse signal to these data layouts by certain way; Console for centralized control 6 bases are reservoir level and the classification that faces flood forecasting discharge process test flood in real time, and test result information is transferred to water accent automated system 3 through communication system 2 (like optical fiber telecommunications system 7, microwave telecommunication system 8, the production scheduling communication system 10 by the power supply system for communications 11 power supplies); Water transfers the information transmit-receive unit 12 of automated system 3 to receive the flood classification information and deposit Back ground Information memory cell 13 in, and information process unit 15 is also chosen the flood control optimization aim automatically and read institute's optimized storage scheduling model in the model memory cell 14 according to flood classification and the primary protection object of control point, downstream flood control standard decision-making; Information process unit 15 utilizes improved genetic algorithm to Optimization Dispatching model solution and optimization.

Wherein, judge that the flood classification specifically may further comprise the steps: a. controls flood downstream from the safety discharge at control point as the peak clipping flow; B. according to reservoir level, forecast peb process and peak clipping flow carry out the peak clipping scheduling in real time; C. the reservoir level process to above-mentioned peak clipping scheduling detects; If the highest reservoir level surpasses the design flood level of dam; Then this flood is for surpassing the flood of downstream flood control standard, if the highest reservoir level does not surpass the design flood level of dam, then this flood is the flood that is lower than the downstream flood control standard.

Wherein, Specifically comprise according to flood classification and control point, the downstream primary protection object of flood control standard decision-making: if a. surpasses the flood of downstream flood control standard; Then primary protection object is the safety of dam self; Transfer when the flood into reservoir flow is greater than flood control control point, downstream safety discharge in the big vast process, follow the tracks of under the reservoir inflow and let out; If b. be lower than the flood of downstream flood control standard, then primary protection object is the flood control control point in downstream, transfers when the flood into reservoir flow is greater than flood control control point, downstream safety discharge in the big vast process, and reservoir outbound flow-control is below the safety discharge of downstream.

If storage capacity is limited or fixed, then to cut down peak flood flow to greatest extent, adopt maximum peak clipping scheduling mode to be optimized scheduling as optimization aim, wherein, the scheduling model of described maximum peak clipping scheduling mode is:

Object function:

$\min {\&Integral;}_{t_0}^{t_d}\{{[q_1\left(t\right)+{\mathrm{<figure-callout\; id="1"\; label="Q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{1,2}}\left(t\right)]}^2+{[q_2\left(t\right)+{\mathrm{<figure-callout\; id="2"\; label="Q"\; filenames="HDA00001881860400011.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{2,3}}\left(t\right)]}^2+\mathrm{\&Lambda;}+{[q_n\left(t\right)+Q_{n,n+1}\left(t\right)]}^2\}\mathrm{dt}$

That is:

$\min \underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}{(q_i^j+Q_{i,i+1}^j)}^2\mathrm{\&Delta;t},$ $M=\frac{t_d-t_0}{\mathrm{\&Delta;t}}$

Constraints:

Initial storage capacity constraint: $\underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}(Q_i^j-q_i^j)\mathrm{\&Delta;\; t}=\mathrm{\&Delta;}{V}_i$

Maximum letdown flow constraint:

Period letdown flow constraint: $q_i^j\&le;\mathrm{Min}({\stackrel{\&OverBar;}{Q}}_i^j,Q_i^j)$

The discharge capacity constraint: $q_i^j\&le;q_i^j(Z_i^j,B_i^j)$

Water balance: $\frac{Q_i^j+Q_i^{j+1}}{2}-\frac{q_i^j+q_i^{j+1}}{2}=\frac{\mathrm{\&Delta;}{V}_i^j}{\mathrm{\&Delta;\; t}}$

The root advance of freshet of Maas capital: $Q_{i+1}^{j+1}=C_{0}q{Q}_i^{j+1}+C_{1}q{Q}_i^j+C_2{Q}_{i+1}^j$

s.t. $q{Q}_i^{j+1}=q_i^{j+1}+Q_{i,i+1}^{j+1}$

$q{Q}_i^j=q_i^j+Q_{i,i+1}^j$ i＝1,2,Λ,n;j＝1,2,Λ,M

Wherein:

is the flood into reservoir flow of i level reservoir in the j period;

is for to find the solution the maximum peak clipping flow that obtains according to object function;

is the outbound flow of i level reservoir in the j period;

N is a reservoir progression, from top to bottom, and i=1, Λ Λ n, integer;

M is the calculation interval number, j=1, Λ Λ M, integer;

Δ t will be for being divided into the time segment length of M period dispatching cycle;

Δ V _iIt is the storage capacity of i level reservoir;

is i level reservoir and i+1 level reservoir in the local inflow of j period, and outbound place of reverse calculation to the i level reservoir;

be i level reservoir the reservoir of j period effluent with interval flow with;

is the water level of i level reservoir in the j period;

is the gatage of i level reservoir in the j period;

be i level reservoir in the j period, the maximum letdown flow that corresponding water level can provide when

for

aperture.

If total warehouse-in water yield of the interior flood of leading time deducts and participates in all full values of sending out the generating water supply volume that is consumed of generating set between flood period is a positive, forecast maximum minus deviation to occur that above-mentioned numerical value still is a positive; And the current storage capacity that is used for letting out in advance is during greater than above-mentioned positive; Guaranteeing the safety of single reservoir and step reservoir, and make full use of flood resource, reduce to greatest extent and abandon the water yield as optimization aim; The Optimization Dispatching mode is let out in employing in advance dispatches; Make reservoir inflow surpass unit through the position that before flood arrives, sluices in advance and completely send out flow, carry out retaining of overage reservoir inflow, thus the additional issue electric weight; Wherein, the described scheduling model of letting out the Optimization Dispatching mode in advance is:

Object function:

$\min {\&Integral;}_{t_0}^{t_d}\{{[q_1\left(t\right)+{\mathrm{<figure-callout\; id="1"\; label="Q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{1,2}}\left(t\right)]}^2+{[q_2\left(t\right)+{\mathrm{<figure-callout\; id="2"\; label="Q"\; filenames="HDA00001881860400011.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{2,3}}\left(t\right)]}^2+\mathrm{\&Lambda;}+{[q_n\left(t\right)+Q_{n,n+1}\left(t\right)]}^2\}\mathrm{dt}$

That is:

$\min \underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}{(q_i^j+Q_{i,i+1}^j)}^2\mathrm{\&Delta;t},$ $M=\frac{t_d-t_0}{\mathrm{\&Delta;t}}$

Constraints:

Initial storage capacity constraint: $\underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}(Q_i^j-q_i^j)\mathrm{\&Delta;\; t}=\mathrm{\&Delta;}{V}_i$

Maximum letdown flow constraint:

Period letdown flow constraint: $q_i^j\&le;\mathrm{Min}({\stackrel{\&OverBar;}{Q}}_i^j,Q_i^{j-{\mathrm{\&tau;}}_{i\backslash }})$

The discharge capacity constraint: $q_i^j\&le;q_i^j(Z_i^j,B_i^j)$

Water balance: $\frac{Q_i^j+Q_i^{j+1}}{2}-\frac{q_i^j+q_i^{j+1}}{2}=\frac{\mathrm{\&Delta;}{V}_i^j}{\mathrm{\&Delta;\; t}}$

The root advance of freshet of Maas capital: $Q_{i+1}^{j+1}=C_{0}q{Q}_i^{j+1}+C_{1}q{Q}_i^j+C_2{Q}_{i+1}^j$

s.t. $q{Q}_i^{j+1}=q_i^{j+1}+Q_{i,i+1}^{j+1}$

$q{Q}_i^j=q_i^j+Q_{i,i+1}^j$ i＝1,2,Λ,n;j＝1,2,Λ,M

Wherein:

is the flood into reservoir flow of i level reservoir in the j period;

is for to find the solution the maximum peak clipping flow that obtains according to object function;

τ _iIt is the leading time of i level reservoir;

is the outbound flow of i level reservoir in the j period;

N is a reservoir progression, from top to bottom, and i=1, Λ Λ n, integer;

M is the calculation interval number, j=1, Λ Λ M, integer;

Δ t will be for being divided into the time segment length of M period dispatching cycle;

Δ V _iIt is the storage capacity of i level reservoir;

is i level reservoir and i+1 level reservoir in the local inflow of j period, and outbound place of reverse calculation to the i level reservoir;

be i level reservoir the reservoir of j period effluent with interval flow with;

is the water level of i level reservoir in the j period;

is the gatage of i level reservoir in the j period;

be i level reservoir in the j period, the maximum letdown flow that corresponding water level can provide when for

aperture.

To Wujiang River step flood control combined dispatching, be adjusted to example with the Goupitan to three cascades of husky a small bay in a river at present, when flood of Goupitan experience; The magnitude of this flood (peak, amount, the frequency of occurrences) is known according to weather report; With current retaining situation is foundation, drafts the water yield of retaining of this flood, calculates by this Flood Control of carrying out " scabbling head " formula; Promptly carry out maximum peak clipping scheduling, finally realize the scheduling of flood in the Goupitan.Because certain time lag can take place to develop and accompany by in flood between the upstream and downstream reservoir; Utilize Muskingun method to the outbound flood routing; And with interval flood stack obtains the flood into reservoir in subordinate storehouse; The Flood Control of equally " scabble head " formula is carried out in the subordinate storehouse is calculated, and until final stage, accomplishes an Optimization Dispatching of scabbling of this flood.

Mathematical Modeling

(ⅰ) least square and module (head module is scabbled in single storehouse)

The criterion that this module adopts is maximum letdown flow minimization principle, and its representation of concept is:

Min{Max[q(t)]} t∈[t ₀,t _d] （1.3）

Or Min{Max [q (t)+Q _{The district}(t)] } t ∈ [t ₀, t _d] (1.4)

Q (t) represents letdown flow, Q _{The district}(t) represent interval flow.Preceding formula is that single storehouse does not have interval flood; On behalf of Dan Ku, back formula interval flood is arranged.Its physical significance is through the following flood discharge water of Optimization Dispatching (considering interval influence), and the discharge process that reaching flood control protection point reaches uniform state.In the step flood Optimization Dispatching of the Wujiang River, for the safety that realizes that step reservoir is whole, each reservoir all is optimized scheduling with its subordinate's reservoir as object of protection.Above-mentioned module criterion can realize with following object function, constraints.

Object function:

Single storehouse does not have interval flood: $\mathrm{Min}{\&Integral;}_{t_0}^{t_d}{q}^2\left(t\right)\mathrm{Dt}$

There is interval flood in single storehouse:

Discrete form: $\mathrm{Min}\underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}{\left[q_j\left(t\right)\right]}^2\mathrm{\&Delta;\; t}$ J=1,2, Λ, M; $M=\frac{t_d-t_0}{\mathrm{\&Delta;\; t}};$

j＝1,2,Λ,M；

Constraints:

Storage capacity constraint

There is not constraint q when letting out in advance _j(t)≤Q _j(t)

Gate discharge capacity constraint q _j(t)≤q (Z _j, B _j)

The constraint of reservoir water balance $\frac{Q_i+{\mathrm{<figure-callout\; id="1"\; label="Q\; j\; +"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{j+}}{2}-\frac{q_j+q_{j+1}}{2}=\frac{\mathrm{\&Delta;}{V}_j}{\mathrm{\&Delta;\; t}}$

For Wujiang River step reservoir crowd, the warehouse-in process of lower storage basin also need satisfy current evolution constraint:

Q _i＝f(q _i-1)+Q _i′

(ⅱ) step reservoir least square and module (step scabbles head module) object function:

$\min {\&Integral;}_{t_0}^{t_d}\{{[q_1\left(t\right)+{\mathrm{\&Delta;<figure-callout\; id="1"\; label="Q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{1,2}}\left(t\right)]}^2+{[q_2\left(t\right)+{\mathrm{\&Delta;<figure-callout\; id="2"\; label="Q"\; filenames="HDA00001881860400011.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{\mathrm{2,3}}\left(t\right)]}^2+\mathrm{\&Lambda;}+{[q_n\left(t\right)+{\mathrm{\&Delta;Q}}_{n,n+1}\left(t\right)]}^2\}\mathrm{dt}$

Discrete form: $\mathrm{Min}\underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}{(q_{j,i}+{\mathrm{\&Delta;\; Q}}_{j,i+1})}^2\mathrm{\&Delta;\; t},$ $M=\frac{t_d-t_0}{\mathrm{\&Delta;\; t}};$

I is the step reservoir sequence number, arranges from top to bottom; N is the step reservoir number;

Constraints: $\underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}(Q_{j,i}-q_{j,i})\mathrm{\&Delta;\; t}=\mathrm{\&Delta;}{V}_i$ I=1,2, Λ, n;

q _j,i≤Q _j,i i＝1,2,Λ,n；j＝1,2,Λ,M；

q _j,i≤q _j,i(Z _j,i,B _j,i)；

$\frac{Q_{j,i}+{\mathrm{<figure-callout\; id="1"\; label="Q\; j\; +"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">Q</figure-callout>}}_{j+}}{2}-\frac{q_{j,i}+q_{j+1,i}}{2}=\frac{\mathrm{\&Delta;}{V}_{j,i}}{\mathrm{\&Delta;t}};$

Q _j+1,i+1＝c _OQ′ _j+1,i+c ₁Q′ _j,i+c ₂Q _j,i+1；

Q′ _j+1,i＝q _j+1,i+ΔQ _j+1,i+1；

Q′ _j,i＝q _j,i+ΔQ _j,i+1；

Q _{J, i}It is average reservoir inflow of i level storehouse j period;

q _{J, i}It is average outbound flow of i level storehouse j period;

Δ Q _{J, i+1}Be the interval between i level storehouse and the i+1 level storehouse, at the flow (and the outbound of reverse calculation to the i level) of j period;

Q ' _{J, i}It is average outbound flow of i level storehouse j period (having contained at the corresponding levels) to the interval flow of subordinate;

Z _{J, i}It is i level storehouse j period mean water;

B _{J, i}It is i level storehouse j period gatage;

q _{J, i}(Z _{J, i}, B _{J, i}) be that the i level storehouse j period is Z at water level _{J, i}, aperture is B _{J, i}The time let out ability under the maximum;

Q ' _iBe local inflow;

Q _iReservoir inflow process for i level storehouse;

F (q _I-1) be the outbound discharge process in i-1 level storehouse.

This model assumption flood into reservoir Q _t, interval flood Q ' _t, storage capacity V _Anti-And flood carrying capacity etc. is known.The purpose of Optimization Dispatching is obtained letdown flow flash process the most uniformly exactly under above-mentioned various known conditions, i.e. storage capacity one timing, q _tIt is the most even that the quadratic sum minimum is equivalent to letdown flow.Fig. 6 is for being the sketch map of criterion Optimization Dispatching with maximum peak clipping.

From Fig. 7, can know: t ₁To t ₂Being the peak clipping period, also is that reservoir level goes up the stage, utilizes flood control by reservoir regulation storage capacity water conservation during this period, t ₁The time water level be still scheduling water level just, t ₂The time water level be the regulation goal water level; t ₁Be the period before the peak clipping, letdown flow is identical with reservoir inflow before, and reservoir level remains unchanged; t ₂Be the period after the peak clipping afterwards, letdown flow is identical with reservoir inflow, and it is constant that reservoir level is kept target water level.

The flow process of scabbling an Optimization Dispatching and be maximum peak clipping scheduling is as shown in Figure 3.

Wherein, utilize improved genetic algorithm that Optimization Dispatching model solution (as shown in Figure 4) being comprised:

S41, the generation of initial population, the individual formation of scheduling scheme of promptly initially controlling flood;

S42 calculates individual fitness, promptly object function is found the solution;

S43, the realization of genetic operator.

(I) generation of initial population

Utilizing improved genetic algorithm is that FPGA finds the solution Wujiang River step power station flood control Optimization Dispatching, and key is the selection of initial feasible solution.Directly with the real-valued conduct coding of decision variable, the length of coding equals the number of decision variable to FPGA.Decision variable when the flood control outbound flow of selection step hydropower station is found the solution as FPGA, it is made up of the outbound flow vector of day part:

Q＝(q ₁，q ₂，Λ，q _i，Λ，q _M)

In the formula: ${\mathrm{<figure-callout\; id="1"\; label="q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">q</figure-callout>}}_1={({\mathrm{<figure-callout\; id="1"\; label="q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">q</figure-callout>}}_1^1,{\mathrm{<figure-callout\; id="2"\; label="q"\; filenames="HDA00001881860400011.png"\; state="\{\{state\}\}">q</figure-callout>}}_2^1,\mathrm{\&Lambda;},q_n^1)}^T,...,$ $q_i={(q_1^i,q_2^i,\mathrm{\&Lambda;},q_n^i)}^T,...,$ $q_M={(q_1^M,q_2^M,\mathrm{\&Lambda;},q_n^M)}^T.$

Only to begin to carry out iterative computation with an initial point different with the optimization routine algorithm, and genetic algorithm is to calculate from a plurality of initial points simultaneously, finally tries to achieve the optimal solution of problem.Before carrying out genetic algorithm, provide the set of forming by the P individuals earlier, i.e. initial population, they can be expressed as:

${\mathrm{<figure-callout\; id="1"\; label="Q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">Q</figure-callout>}}_1=({\mathrm{<figure-callout\; id="1"\; label="q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">q</figure-callout>}}_1^1,{\mathrm{<figure-callout\; id="2"\; label="q"\; filenames="HDA00001881860400011.png"\; state="\{\{state\}\}">q</figure-callout>}}_2^1,\mathrm{\&Lambda;},q_M^1)$

${\mathrm{<figure-callout\; id="2"\; label="Q"\; filenames="HDA00001881860400011.png"\; state="\{\{state\}\}">Q</figure-callout>}}_2=({\mathrm{<figure-callout\; id="1"\; label="q"\; filenames="HDA00001881860400011.png,HDA00001881860400052.png"\; state="\{\{state\}\}">q</figure-callout>}}_1^2,{\mathrm{<figure-callout\; id="2"\; label="q"\; filenames="HDA00001881860400011.png"\; state="\{\{state\}\}">q</figure-callout>}}_2^2,\mathrm{\&Lambda;},q_M^2)$

$Q_P=(q_1^P,q_2^P,\mathrm{\&Lambda;},q_M^P)$

Warehouse-in runoff and local inflow are known in schedule periods; Reservoir initial bin water level is known, scheduling end of term water level is confirmed; Can the machine of putting into operation organize a performance under the known condition of the discharge capacity of number and earial drainage facility in each power station; The flood control outbound discharge process that step is united each reservoir in the flood control Optimization Dispatching has certain constraint, so not all individuality is all feasible.Corresponding Optimization Model; Not only require the flood control outbound flow of each reservoir day part to satisfy flood discharge and conveyance capacity constraint, the initial storage capacity constraint of reservoir etc. in power station, the warehouse-in in subordinate storehouse needs to be tried to achieve with interval flood stack after the root advance of freshet of Maas capital by the outbound in higher level storehouse simultaneously.Every for this reason generation is body one by one, all must carry out the feasibility checking to it.If a certain individuality is infeasible, then eliminating immediately should individuality, and the sketch map of feasible individuality is shown in figure 10.

(II) fitness calculates

Adopt the genetic algorithm of floating-point encoding to omit the decode procedure that adopts the binary coding genetic algorithm; For finding the solution of step hydropower station flood control Optimization Dispatching; Its target function value always get on the occasion of; Therefore, can directly set individual fitness and just equal corresponding target function value, get minimum the separating of target function value and be optimal solution.In the algorithm, discharge capacity and artificial flood constrain in the coding of scheduling scheme and satisfy automatically, and other constraintss such as constraint of initial storage capacity and water balance etc. then exist

Selected initial population, confirm the computational methods of fitness after, adopt and confirm that formula sampling system of selection and the arithmetic that Floating-point Genetic Algorithm was suitable for intersect and uniformity variation means the littler colony of new generation of generation outbound discharge process quadratic sum.Be to guarantee global convergence, behind mutation operation, adopt the optimum individual retention strategy, promptly keep optimum individual and adaptive value thereof in this colony in the variation back in generation in generation at G.So circulation is optimized criterion or has been tried to achieve satisfactory solution up to satisfying.The basic procedure that step hydropower station flood control Optimization Dispatching Floating-point Genetic Algorithm is found the solution is as shown in Figure 4.

Embodiments of the invention 2: the system that present embodiment adopts is identical with embodiment 1.Adopt the Optimization Dispatching mode of letting out in advance.The basic principle of letting out Optimization Dispatching in advance is instantaneous delivery balance, period water balance.Scheduling adheres to the basic principles and is security doctrine and economic principle, and promptly this storehouse safety not only also will be abandoned water for subordinate's storehouse safety creates conditions simultaneously as far as possible less, under the condition of not abandoning water, make full use of step reservoir head benefit.

Mathematical Modeling

Let out the model of the basically roughly the same maximum peak clipping scheduling mode of Mathematical Modeling of Optimization Dispatching mode in advance, but fine difference arranged, be explained as follows conceptive:

Take to abandon water and let out a part of storage capacity that soars in advance, tangible benefit is arranged, the one, the earial drainage process is more steady, from t ' _OTo t _eAlmost always with q+Q _T(wherein q is for abandoning discharge, Q _TBe generating flow) under let out; The 2nd, reduce the damage of big flow flood discharge to reservoir downstream erosion control energy-dissipating installation; The fluctuation of generating tail water is milder, and is less to the generated output influence; Maximum advantage is that letdown flow is further minimized, and it is also littler than the maximum letdown flow that scabbles a scheduling mode.

Abandon the water criterion:

W _Flood-Δ V-Q _T(t _d-t ₀) (1.6)

When (1.6) formula less than 0 the time, this storehouse flood does not produce abandons water.And (1.6) formula was then abandoned water greater than 0 o'clock, in Fig. 8, studied abe horizon (scabbling head) and made area that abcja encloses equal area that befgb encloses, and the following process of letting out after this Flood Control of actual this storehouse is abeh, and letdown flow is q+Q _T, let out down and last t _d-t ' _OΔ V is a flood prevention storage capacity.

Fig. 9 is Reservoir Water Level process sketch map when letting out Optimization Dispatching in advance.

When changing the theoretical procedure line into actual operating gate, note and letting out stage lowest water level value in advance; Regulate to meet with level of dead water or corresponding limiting water level in the less reservoir of storage capacity at some, the lowest water level that needs the adjustment gatage to satisfy in the schedule periods is not less than level of dead water or corresponding limiting water level.

It is as shown in Figure 5 to let out the Optimization Dispatching flow process in advance.

Claims (9)

1. a step reservoir crowd unites the method for the Optimization Dispatching of controlling flood, and it is characterized in that, may further comprise the steps:

S1, the flood classification is judged according to real-time reservoir level and the flood forecasting discharge process that faces by the automatic water regime measuring system;

S2 is according to flood classification and the primary protection object of control point, downstream flood control standard decision-making;

S3 chooses Optimization Dispatching model corresponding in flood control optimization aim and the system model storehouse automatically;

S4 utilizes improved genetic algorithm to Optimization Dispatching model solution and optimization.

2. step reservoir crowd according to claim 1 unites the method for the Optimization Dispatching of controlling flood, and it is characterized in that, the judgement flood classification described in the step S1 specifically may further comprise the steps: a. controls flood downstream from the safety discharge at control point as the peak clipping flow; B. according to reservoir level, forecast peb process and peak clipping flow carry out the peak clipping scheduling in real time; C. the reservoir level process to above-mentioned peak clipping scheduling detects; If the highest reservoir level surpasses the design flood level of dam; Then this flood is for surpassing the flood of downstream flood control standard, if the highest reservoir level does not surpass the design flood level of dam, then this flood is the flood that is lower than the downstream flood control standard.

3. step reservoir crowd according to claim 1 unites the method for the Optimization Dispatching of controlling flood; It is characterized in that; Specifically comprising described in the step S2: if a. surpasses the flood of downstream flood control standard according to flood classification and control point, the downstream primary protection object of flood control standard decision-making; Then primary protection object is the safety of dam self, transfers when the flood into reservoir flow is greater than flood control control point, downstream safety discharge in the big vast process, follows the tracks of under the reservoir inflow and lets out; If b. be lower than the flood of downstream flood control standard, then primary protection object is the flood control control point in downstream, transfers when the flood into reservoir flow is greater than flood control control point, downstream safety discharge in the big vast process, and reservoir outbound flow-control is below the safety discharge of downstream.

4. step reservoir crowd according to claim 1 unites the method for the Optimization Dispatching of controlling flood; It is characterized in that, among the step S3, if storage capacity is limited or fixed; Then to cut down peak flood flow to greatest extent as optimization aim; Adopt maximum peak clipping scheduling mode to be optimized scheduling, wherein, the scheduling model of described maximum peak clipping scheduling mode is:

Object function:

$\min {\&Integral;}_{t_0}^{t_d}\{{[q_1\left(t\right)+Q_{\mathrm{1,2}}\left(t\right)]}^2+{[q_2\left(t\right)+Q_{\mathrm{2,3}}\left(t\right)]}^2+\mathrm{\&Lambda;}+{[q_n\left(t\right)+Q_{n,n+1}\left(t\right)]}^2\}\mathrm{dt}$

That is:

$\min \underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}{(q_i^j+Q_{i,i+1}^j)}^2\mathrm{\&Delta;t},$ $M=\frac{t_d-t_0}{\mathrm{\&Delta;t}}$

Constraints:

Initial storage capacity constraint: $\underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}(Q_i^j-q_i^j)\mathrm{\&Delta;\; t}=\mathrm{\&Delta;}{V}_i$

Maximum letdown flow constraint:

Period letdown flow constraint: $q_i^j\&le;\mathrm{Min}({\stackrel{\&OverBar;}{Q}}_i^j,Q_i^j)$

The discharge capacity constraint: $q_i^j\&le;q_i^j(Z_i^j,B_i^j)$

Water balance: $\frac{Q_i^j+Q_i^{j+1}}{2}-\frac{q_i^j+q_i^{j+1}}{2}=\frac{\mathrm{\&Delta;}{V}_i^j}{\mathrm{\&Delta;\; t}}$

The root advance of freshet of Maas capital: $Q_{i+1}^{j+1}=C_{0}q{Q}_i^{j+1}+C_{1}q{Q}_i^j+C_2{Q}_{i+1}^j$

s.t. $q{Q}_i^{j+1}=q_i^{j+1}+Q_{i,i+1}^{j+1}$

$q{Q}_i^j=q_i^j+Q_{i,i+1}^j$ i＝1,2,Λ,n;j＝1,2,Λ,M

Wherein:

is the flood into reservoir flow of i level reservoir in the j period;

is for to find the solution the maximum peak clipping flow that obtains according to object function;

is the outbound flow of i level reservoir in the j period;

N is a reservoir progression, from top to bottom, and i=1, Λ Λ n, integer;

M is the calculation interval number, j=1, Λ Λ M, integer;

Δ t will be for being divided into the time segment length of M period dispatching cycle;

Δ V _iIt is the storage capacity of i level reservoir;

is i level reservoir and i+1 level reservoir in the local inflow of j period, and outbound place of reverse calculation to the i level reservoir;

be i level reservoir the reservoir of j period effluent with interval flow with;

is the water level of i level reservoir in the j period;

is the gatage of i level reservoir in the j period;

be i level reservoir in the j period, the maximum letdown flow that corresponding water level can provide when

for

aperture.

5. step reservoir crowd according to claim 1 unites the method for the Optimization Dispatching of controlling flood, and it is characterized in that, among the step S3; If total warehouse-in water yield of the interior flood of leading time deducts and participates in all full values of sending out the generating water supply volume that is consumed of generating set between flood period is a positive, forecast maximum minus deviation to occur that above-mentioned numerical value still is a positive; And the current storage capacity that is used for letting out in advance is during greater than above-mentioned positive, guaranteeing the safety of single reservoir and step reservoir, and makes full use of flood resource; Reduce to greatest extent and abandon the water yield as optimization aim, the Optimization Dispatching mode is let out in employing in advance dispatches, and makes reservoir inflow surpass unit through the position that before flood arrives, sluices in advance and completely sends out flow; Carry out retaining of overage reservoir inflow; Thereby the additional issue electric weight, wherein, the described scheduling model of letting out the Optimization Dispatching mode in advance is:

Object function:

$\min {\&Integral;}_{t_0}^{t_d}\{{[q_1\left(t\right)+Q_{\mathrm{1,2}}\left(t\right)]}^2+{[q_2\left(t\right)+Q_{\mathrm{2,3}}\left(t\right)]}^2+\mathrm{\&Lambda;}+{[q_n\left(t\right)+Q_{n,n+1}\left(t\right)]}^2\}\mathrm{dt}$

That is:

$\min \underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}{(q_i^j+Q_{i,i+1}^j)}^2\mathrm{\&Delta;t},$ $M=\frac{t_d-t_0}{\mathrm{\&Delta;t}}$

Constraints:

Initial storage capacity constraint: $\underset{j=1}{\overset{M}{\mathrm{\&Sigma;}}}(Q_i^j-q_i^j)\mathrm{\&Delta;\; t}=\mathrm{\&Delta;}{V}_i$

Maximum letdown flow constraint:

Period letdown flow constraint: $q_i^j\&le;\mathrm{Min}({\stackrel{\&OverBar;}{Q}}_i^j,Q_i^{j-{\mathrm{\&tau;}}_{i\backslash }})$

The discharge capacity constraint: $q_i^j\&le;q_i^j(Z_i^j,B_i^j)$

Water balance: $\frac{Q_i^j+Q_i^{j+1}}{2}-\frac{q_i^j+q_i^{j+1}}{2}=\frac{\mathrm{\&Delta;}{V}_i^j}{\mathrm{\&Delta;\; t}}$

The root advance of freshet of Maas capital: $Q_{i+1}^{j+1}=C_{0}q{Q}_i^{j+1}+C_{1}q{Q}_i^j+C_2{Q}_{i+1}^j$

s.t. $q{Q}_i^j=q_i^j+Q_{i,i+1}^j$

i＝1,2,Λ,n;j＝1,2,Λ,M

Wherein:

is the flood into reservoir flow of i level reservoir in the j period;

is for to find the solution the maximum peak clipping flow that obtains according to object function;

τ _iIt is the leading time of i level reservoir;

is the outbound flow of i level reservoir in the j period;

N is a reservoir progression, from top to bottom, and i=1, Λ Λ n, integer;

M is the calculation interval number, j=1, Λ Λ M, integer;

Δ t will be for being divided into the time segment length of M period dispatching cycle;

Δ V _iIt is the storage capacity of i level reservoir;

is i level reservoir and i+1 level reservoir in the local inflow of j period, and outbound place of reverse calculation to the i level reservoir;

be i level reservoir the reservoir of j period effluent with interval flow with;

is the water level of i level reservoir in the j period;

is the gatage of i level reservoir in the j period;

be i level reservoir in the j period, the maximum letdown flow that corresponding water level can provide when

for aperture.

6. a kind of step reservoir crowd who realizes the said method of claim 1～5 unites the system of the Optimization Dispatching of controlling flood; It is characterized in that; Comprise: automatic water regime measuring system (1), communication system (2) and water are transferred automated system (3), and communication system (2) transfers automated system (3) to be connected with automatic water regime measuring system (1) with water respectively.

7. step reservoir crowd according to claim 6 unites the system of the Optimization Dispatching of controlling flood; It is characterized in that; Described automatic water regime measuring system (1) comprising: telemetry station (4), information transfer channel (5) and console for centralized control (6), information transfer channel (5) are connected with console for centralized control (6) with telemetry station (4) respectively; Wherein, Telemetry station (4) is used for collecting automatically the real time data of rainfall, water level and other hydrologic parameters; Under the control of console for centralized control (6), become pulse signal to these data layouts, be delivered to console for centralized control (6) through information transfer channel (5) by certain way; Telemetry station (4) comprising: rainfall gauge, fluviograph, encoder, data set, radio station and power-supply device; Information transfer channel (5) is the electric wave transmission line that connects between telemetry station (4) and the console for centralized control (6), comprises wired and wireless two types; Console for centralized control (6) is used for concentrating the hydrology data of each telemetry station (4) in the telemetry system, calculates arrangement, in time makes flood forecasting, but and regulating gate open and close, carry out water project operation; Console for centralized control (6) comprises communication station and electronic computer.

8. step reservoir crowd according to claim 6 unites the system of the Optimization Dispatching of controlling flood; It is characterized in that; Described communication system (2) comprises optical fiber telecommunications system (7), microwave telecommunication system (8), production scheduling communication system (10) and the power supply system for communications (11); The power supply system for communications (11) is connected with optical fiber telecommunications system (7), microwave telecommunication system (8) and production scheduling communication system (10) respectively; Optical fiber telecommunications system (7) is used for each branch center and controls bidirectional transfer of information in the heart with collection; Microwave telecommunication system (8) is used for transfer of data between telemetry-acquisition station and the affiliated branch center, and production scheduling communication system (10) is used for the transmission of collection control central interior information, and the power supply system for communications (11) is used to communication equipment reliable uninterrupted power source is provided.

9. step reservoir crowd according to claim 6 unites the system of the Optimization Dispatching of controlling flood; It is characterized in that; Described water transfers automated system (3) to comprise: information transmit-receive unit (12), Back ground Information memory cell (13), model memory cell (14) and information process unit (15); Back ground Information memory cell (13) is connected with information process unit (15) with information transmit-receive unit (12) respectively, and model memory cell (14) is connected with information process unit (15).

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