CN106873372A - Reservoir regulation for flood control optimization method based on the control of Flood Control Dispatch data adaptive - Google Patents
Reservoir regulation for flood control optimization method based on the control of Flood Control Dispatch data adaptive Download PDFInfo
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Abstract
The invention discloses a kind of reservoir regulation for flood control optimization method based on the control of Flood Control Dispatch data adaptive, it is related to reservoir regulation for flood control technical field.Methods described：Set up the general flood control chart of purpose reservoir；Set up Flood Control Dispatch model；Determine object function；Scheduling line number amount and each bar scheduling line flex point quantity according to general flood control chart, obtains representing the sum of optimized variable needed for the general flood control chart；According to the object function and optimized variable that determine；Calculated using NSGA II algorithm optimizations, and Pareto non-domination solution analyses, the general flood control chart after being optimized are carried out to object function；Flood control service computation is carried out with the general flood control chart after optimization.Flood Season of Reservoir scheduling present invention introduces flood control chart can make full use of the water of reservoir while downstream flood control safety is ensured, improve the utilization ratio of flood, while, moreover it is possible to improve the solution efficiency of Optimized model.
Description
Technical field
The present invention relates to reservoir regulation for flood control technical field, more particularly to one kind is based on the control of Flood Control Dispatch data adaptive
Reservoir regulation for flood control optimization method.
Background technology
Reservoir regulation for flood control refers to Regulation capacity of the mankind with reservoir, according to reservoir water and retaining situation, is being ensured
Reservoir in itself with downstream flood control safety on the premise of, storage in a planned way is carried out to two Phase flow and is let out, reach the purpose brought good to and remove all evil,
Assure the safety for life and property of the people and shaped up with national economy.At present, traditional reservoir regulation for flood control is limited frequently with flood season
Reservoir capacity processed is the method for flood season limit level, but, flood season tune mighty torrent amount is typically much deeper than power station and envisions corresponding flow of exerting oneself, because
This can produce it is a large amount of abandon water, reservoir effect has therefore suffered from very big limitation, because stagnant flood storage water is less, Reservoir on Lower it is anti-
Big vast safety can not produce more contributions.
Although in recent years, on the premise of flood control safety is ensured, to make full use of Flood resource, researcher proposes
Various dispatching methods, but still suffer from problems with：
First, existing Reservoir Dynamic Flood Limited Water Level Control Method based on Real-time Forecasting Information is applied to the real-time reservoir operation stage, and scheduling rule is more complicated,
Inconvenience is operated in practical application.
2nd, existing graph of reservoir operation it is relatively directly perceived, using convenient, be widely applied in reservoir usable regulation, but,
Existing graph of reservoir operation can not be used in Flood Control Dispatch.
3rd, reservoir water is introduced in flood control chart, but, because flood control chart is generally researcher's designed, designed,
Not as usable regulation figure has unified solid shape, user need to first be ground when using the flood control chart for introducing reservoir water
The shape needed for being organized into user again is studied carefully, accordingly, there exist using not easily problem.
The content of the invention
It is an object of the invention to provide a kind of reservoir regulation for flood control optimization based on the control of Flood Control Dispatch data adaptive
Method, so as to solve foregoing problems present in prior art.
To achieve these goals, the reservoir regulation for flood control based on the control of Flood Control Dispatch data adaptive of the present invention is excellent
Change method, methods described includes：
S1, sets up the general flood control chart of purpose reservoir；The transverse axis of the general flood control chart is to face coming for period
Water-carrying capacity increment, the longitudinal axis is the period Mo possible water level for facing the period, and the upper and lower bound of the transverse axis is according to purpose reservoir flood
Historical traffic or analogue flow rate during the phase are calculated, and the upper and lower bound of the longitudinal axis is respectively the highest water level on records of purpose reservoir
And lowest ever known water level；
Set in the general flood control chart it is a plurality of mutually disjoint and the trend that tapers off scheduling line, every scheduling line
The segmented linear being linked to be by any number of flex point is connected and composed, and every scheduling line sets a control flow, is distributed in general
Flood control chart；
According to upper and lower position relation of the scheduling line on the general flood control chart, from positioned at general flood control chart
The control flow of the scheduling line of top to the control flow of the scheduling line being located at below general flood control chart is incrementally increased；
S2, sets up Flood Control Dispatch model, is higher than flood season limit level when flood season and purpose reservoir water level is entered, and purpose reservoir starts
Flood Control Dispatch is carried out using Flood Control Dispatch model；Specially：
First, it is determined that reservoir flow increment, the period Mo for calculating reservoir may water level, the general flood control chart of inquiry, warp
Cross the reservoir vent flow that interpolation calculation obtains current time；Then, under conditions of known reservoir vent flow, according to formula (1)
Purpose reservoir earial drainage stage discharge relation and reservoir under the possibility water level, the dam that face the reservoir of period Mo are obtained to formula (7)
Generated output, then, judges whether the result being calculated to formula (7) according to formula (1) meets the constraint bar for pre-setting
Part, if it is, into S3；If it is not, then recalculating the generating flow of purpose reservoir, unnecessary water conservancy carries out abandoning water, then
Into S3；
The Flood Control Dispatch model includes：
Water balance relation is formula (1)：
Earial drainage stage discharge relation is formula (2) under dam：
Q=f (HD) (2)；
Storage-capacity curve is formula (3)：
V=V (H) (3)；
T water flow increment formula is formula (4)：
Δ I=It-It-1(4)；
The storage capacity of t is formula (5)：
Vt=Vt-1+It×Δt (5)；
Possibility water level formula (6) before t dam：
Ht=H (Vt) (6)；
Hydropower station output calculation formula：
Wherein, I is reservoir inflow, unit m3/s；Q is storage outflow, unit m3/s；V is the current reservoir storage in reservoir,
m3；T is the moment；V1, V2Respectively reservoir period whole story water, unit m3；Δ t is scheduling time section, unit s；f(HD) under dam
Earial drainage stage discharge relation；V (H) is represented by the anti-relational expression for pushing away storage capacity of reservoir level；H is upstream water level, m；Δ I is t
Come reservoir water-carrying capacity increment, m3/s；ItFor the reservoir of t comes water, m3/s；It-1For the reservoir at t-1 moment comes water, m3/
s；VtIt is the water in t reservoir, m3；Vt-1It is the water in t-1 moment reservoirs, m3；HtIt is the possibility before t reservoir dam
Water level, m；H(Vt) represent by the anti-relational expression for pushing away water level of reservoir capacity；N is that hydropower station ensures to exert oneself, kW；K is to exert oneself to be
Number；H1, H2Respectively reservoir is in scheduling time section whole story upstream water level, m；QEIt is hydropower station flow, m3/s；HDFor under reservoir dam
Water level, m；Δ V is the storage capacity variable quantity of reservoir, m3；
S3, determines object function；
S4, scheduling line number amount and each bar the scheduling line flex point quantity according to general flood control chart, obtains representative described
The sum of optimized variable needed for general flood control chart；
S5, according to the object function and optimized variable that determine, using NSGA-II algorithms to optimization problem；
S6, Pareto non-domination solution analyses are carried out to object function, the general flood control chart after being optimized；
S7, the general flood control chart after optimizing application carries out flood control service computation.
Preferably, the constraints includes：
Restriction of water level condition, i.e. formula (8)：
Hdl≤H1, H2≤Hnl(8)；
Traffic constraints condition, i.e. formula (9)：
Qmin≤Q≤Qmax(9)；
Generating flow constraints, i.e. formula (10)：
QEmin≤QE≤QEmax(10)；
Generated output constraints, i.e. formula (11)：
Nmin≤N≤Nmax(11)；
Wherein, HdlIt is dead water level, unit m；HnlIt is reservoir operation scheme, unit m；QminFor Water Requirement,
The higher value of shipping water requirement, unit m3/s；QmaxIt is the design maximum flood discharge flow of reservoir, unit m3/s；QEmaxIt is most serious offense
Machine flow, unit m3/ s, QEmminFor reservoir ensures the minimum generating flow that reservoir normally runs, unit m3/s；
NmaxRepresent that the maximum generation of purpose reservoir is exerted oneself, i.e. the installed capacity of reservoir, unit kW；NminRepresent minimum to generate electricity
Exert oneself, i.e. reduction in Power Generation Dispatching Drawings of Reservoir is exerted oneself, when purpose reservoir is radial-flow type reservoir, exerted oneself without reduction, unit kW.
Preferably, in step S2, the generating flow of purpose reservoir is recalculated according to formula (12)：
Preferably, in step S3, the object function includes：
I calculates purpose reservoir Mean annual energy production, and the Mean annual energy production is the bigger the better；
Wherein, EPow represents purpose reservoir Mean annual energy production, the kWh of unit hundred million；EhIt is purpose reservoir in the hair of period h
Electricity；The year that Y is covered by reservoir operation simulation；M is period sum；
II Flood Season of Reservoir flood detention rates, the flood season flood detention rate is dimensionless and codomain scope [0,1], and the Reservoir During Flood Season
Phase flood detention rate is better closer to 1；
Wherein, QrIt is the flood season flood detention rate of purpose reservoir, I (t) is the reservoir inflow of t purpose reservoir, when Q (t) is t
The storage outflow of purpose reservoir is carved, q carries out reservoir inflow value during stagnant flood storage water for purpose reservoir；
In the range of the codomain of level of dead water to normal pool level, peak level value is the smaller the better before dam for III；
IV flood seasons average generated energy is the bigger the better, the kWh of unit hundred million.
Preferably, in step S4, the constrained procedure using self adaptation modification variable bound is set to general Flood Control Dispatch
Figure sampling, specifically realizes as steps described below：
S41, the flex point number of each scheduling line in setting general-purpose flood control chart, the abscissa of each flex point, ordinate are equal
Meet span constraint；
When each bar scheduling line is sampled, its extraction order is：According to scheduling line the position of general flood control chart on to
It is lower to extract scheduling line；The scheduling line being drawn into for every, first from the left summit of scheduling line, left end point, right summit and right-hand member
Point is sampled successively；Then it is divided into two from scheduling line and obtains left-half and right half part, from left to right respectively in left-half
With the extraction flex point of right half part；
S42, obtains the abscissa upper limit, the lower limit of any one flex point P, specially：
Adjacent comers according to flex point P, the upper limit, the lower limit for judging flex point P abscissas, specially：To be dispatched where flex point P
On line be located at flex point P left side and it is fixed sampling flex point abscissa as flex point P abscissa value lower limit, flex point P's
The abscissa value upper limit is the maximum that flex point P abscissas are taken in abscissa span；
S42, calculates the upper limit, the lower limit of any one flex point P ordinates, specially：
According to the decline trend of the non-intersect and all scheduling line of each scheduling line in general flood control chart, carry out successively complete
Office's bound determines, vertical control line determines and cross-over control determines, obtains the upper limit, the lower limit of flex point P ordinates；
S421. the global bound determines, appointing for purpose reservoir normal pool level or flood season limit level is in for summit
The global upper limit of meaning one scheduling line L, scheduling line L is the normal pool level or flood season limit level of reservoir, the global lower limit of scheduling line L
It is the level of dead water of purpose reservoir；For any one scheduling line J that summit is not up to normal pool level or flood season limit level, line is dispatched
The global upper limit of J is to dispatch the summit water level of line J, and the global lower limit of scheduling line J is the level of dead water of purpose reservoir, obtains first group
Water level bound；
S422. the vertical control line determination, for dispatching line, according to scheduling line in general flood control chart
Upper and lower position, by scheduling line, order sorts from top to bottom, in sampling, is carried out to last bar scheduling line from first scheduling line
Sampling；The vertical upper limit of first scheduling line is normal pool level or flood season limit level；Since Article 2 scheduling line, later is every
The vertical upper limit of bar scheduling line determines that the ordinate of each flex point in scheduling line need to be calculated according to one thereon scheduling line, specially：
Any one numbering is the scheduling line of u, and the u is more than 1, obtains the date where any one flex point E in scheduling line u
T, searches the water level value of scheduling line u-1 correspondence flex points in date T, the water level value that will be obtained, as the water level upper limit of flex point E；
Left-half according to middle scheduling line in general flood control chart is incremented by principle, to dispatch the flex point D on line u near flex point E
Water level value as flex point E point water level lower limits, obtain second group of water level bound；
S423. the cross-over control determines
A1, obtains the time period q and two water level regions of adjacent comers of the upper two adjacent comers E and flex point D of scheduling line u
Between, wherein, on the date of date of flex point D less than flex point E, judge under conditions of time period q, dispatch on line u-1 whether water
Place value is in the flex point in water level interval, if it is not, then scheduling line u does not intersect with scheduling line u-1 in time period q；If it is,
Into A2；
A2, judges whether the flex point quantity that water level value is in water level interval is equal to 1, if equal to 1, then by flex point D with
The time that the flex point A that water level value is in water level interval is connected and grown to where flex point E obtains flex point C, by the water of the flex point C
Place value as flex point E the water level upper limit；If being not equal to 1, selection water level value is in the flex point A ' of the water level interval leftmost side, will
Flex point D is connected with flex point A ' and the time to where flex point E long obtains flex point C ', using the water level value of the flex point C ' as flex point
The water level upper limit of E, obtains the 3rd group of water level bound；
S424. the common factor for taking three groups of water level bounds constitutes the water level bound for treating sample point, is treating the water level of sample point
Sampling point is extracted in the range of bound.
Preferably, solution carried out to optimization problem using NSGA-II algorithms comprise the following steps described in step S5：
S51, the initial population for randomly generating (scale is N), and each individuality in population is simulated, evaluate target
Functional value, by after multiple target non-dominated ranking, being obtained after the selection, intersection and three basic operations of variation by genetic algorithm
First generation progeny population；
S52, since the second generation, parent population is merged with progeny population, body analog approach one by one in population, is carried out many
The quick non-dominated ranking of target forms new parent population, and carries out crowding calculating, root to the individuality in each non-dominant layer
The new parent population of suitable individual composition is chosen according to the crowding of non-dominant relation and individuality；
S53, new progeny population is produced by the basic operation of genetic algorithm；Cycle calculations are to the bar for meeting EP (end of program)
Part.
Preferably, Pareto non-domination solution analyses are carried out to object function described in step S6, its principle is：If disaggregation
In have two vectors u, v, be satisfied by f for the object function the smaller the better to ni(u)≤fi(v),And
Wherein at least one strict inequality fi(u) ＜ fiV () sets up, then claim vector u domination v, similarly, if u can be arranged except oneself
Outer every other solution vector says u not by other any solution dominations, then u be called multi-objective optimization question a Pareto it is non-
Domination solution.
The beneficial effects of the invention are as follows：
The method of the invention, both can be higher than the flood season of flood season limit level in reservoir level, using Flood Control Dispatch diagram form,
It is reasonable employment flood control by reservoir regulation storage capacity, it is also possible to reservoir water is reassigned in flood season, is rationally sharp to greatest extent
Foundation is provided with flood resource.
Compared with prior art, the Operation During Flood Seasons side based on reservoir regulation for flood control figure has been used in the method for the invention
Method, the flood control chart of reservoir can formulate reservoir and work as according to reservoir current level, water situation and a period of time inflow forecast
Preceding period sluicing rule, compared to the flood control control strategy in traditional usable regulation figure, introduces the Flood Season of Reservoir of flood control chart
Scheduling can make full use of the water of reservoir while downstream flood control safety is ensured, improve the utilization ratio of flood.Meanwhile, found
The scheduling constraint diagram control method of self-adaptative adjustment decision variable upper and lower limit, when optimizing to graph of reservoir operation, according to scheduling graph
Geometrical constraint characteristic initiated the about beam control method of adaptive decision-making variable upper and lower limit, can guarantee that each in Optimized model
The feasibility of solution, improves computational efficiency of the Optimized model when decision variable is searched for, so as to improve the solution effect of Optimized model
Rate.
Brief description of the drawings
Fig. 1 is the schematic diagram of the reservoir regulation for flood control optimization method based on the control of Flood Control Dispatch data adaptive；
Fig. 2 is general flood control chart schematic diagram；
Fig. 3 is reservoir regulation for flood control calculation process schematic diagram；
Fig. 4 is scheduling line cross-over control schematic diagram, and Fig. 4 includes that the vertical schematic diagram of control line I of (a) scheduling line water level, (b) are adjusted
The vertical schematic diagram of control line II of degree line water level, (c) scheduling line cross-over control schematic diagram；
Fig. 5 is NSGA-II algorithm flow charts；
Fig. 6 is certain reservoir regulation for flood control figure in embodiment 1；
Fig. 7 is certain reservoir reservoir storage outflow comparison schematic diagram of flood season in 1998 in embodiment 1.
Specific embodiment
In order to make the purpose , technical scheme and advantage of the present invention be clearer, below in conjunction with accompanying drawing, the present invention is entered
Row is further described.It should be appreciated that specific embodiment described herein is only used to explain the present invention, it is not used to
Limit the present invention.
Reference picture 1, the several steps to the application are described in detail：
(1) it is any one moment on the horizon that timetable is faced described in step S1；
(2) reservoir regulation for flood control being related in step 2 is calculated, from the calculating process in Fig. 3, with emerging during calculating
Based on profit scheduling, the Flood Control Dispatch that reservoir is just entered when first Rule of judgment in meeting Fig. 3 is calculated.When known reservoir is let out
Then it is easy to calculate reservoir according to formula (1)-(7) after flow facing the reservoir level of period Mo, downstream tailwater level and actually going out
Power, the scheduling result of same reservoir need to follow the constraints listed by formula (8)-(11).Because water is very big, it is most likely that can meet
To situation about actually exerting oneself more than reservoir installed capacity, now then need to recalculate the generating flow of reservoir by formula (12), it is unnecessary
Water conservancy then carries out abandoning water.
Flood control chart designed by the application is at present using less and poor with flood control chart designed by forefathers
It is different, there is no that reservoir has the flood control chart that can directly use.Therefore, be both needed in application flood control chart in advance by
General flood control chart above lays down a regulation one flood control chart of optimization, and water supply storehouse is entered to exercise in Flood Control Dispatch from now on
With.
(3) object function is determined in step S3, in order on the premise of reservoir and downstream security is ensured, it is ensured that shipping, life
The need for state water and power system safety and stability.
(4) in step S4, set general flood control chart is taken out using the constrained procedure of self adaptation modification variable bound
Sample, optimizes because Reservoir Optimum Dispatching is mainly to scheduling graph, in view of the particularity of optimization problem, so the present invention is voluntarily
The method for devising the constraint control of above-mentioned scheduling graph sampling --- the horizontal seat of each variable is calculated shortly before each variable sampling
Mark, the bound of ordinate value, then carry out uniform sampling in this bound, and Reasonable is calculated and respectively turned on each scheduling line
The upper and lower limit of point, it is ensured that the scheduling graph population sampled out must be feasible.
Known by step S1, general flood control chart by the way of four line traffic control lines, flood control chart is carried out it is excellent
During change, the flex point number that scheduling graph respectively dispatches line can be arbitrarily designated, but each flex point transverse and longitudinal coordinate in addition to having time-constrain,
Also need to meet the geometrical rule specified in step S1, according to these rules, when the transverse and longitudinal coordinate of each flex point is extracted, need basis
It closes on flex point, close on scheduling line closes on flex point to judge its transverse and longitudinal coordinate bound together.And in each bar scheduling line of sampling
When its extraction order be：Line is dispatched in sampling from top to bottom；For every scheduling line, first sample its left summit, left end point, right summit
And right endpoint；Then the flex point coordinate of scheduling line left-half and right half part is extracted respectively from left to right.Therefore, flex point is being taken out
The bound of its abscissa is easier to obtain during sample, and directly the abscissa according to its nearest sample point is controlled.
And be the bound for calculating flex point ordinate, then need the incremental principle of successively decreasing of and scheduling line non-intersect according to scheduling line.Each point is indulged
The bound of coordinate is calculated and is divided into the following steps：
1. global bound.For the normal pool level of reservoir, (flood season is the global upper limit of the ordinate of each point --- water level
Flood season limit level), global lower limit is the level of dead water of reservoir.The summit of some scheduling lines will not reach normal pool level, then accordingly
For this scheduling line, its global upper limit is then revised as summit water level, and as described above, left and right summit is every scheduling line
That being sampled at first is marked words and phrases for special attention.Therefore when the upper limit is calculated under other click-through water-filling positions, summit water level coordinate is known.
2. vertical control line.It is sampled by the way of from top to bottom due to dispatching line, from top to bottom the tune of first
The vertical upper limit for spending line is normal pool level (flood season is flood season limit level).But since Article 2 line, then need basis to sample
More than a line be controlled come the ordinate to each current scheduling line each point.By in the figure that Fig. 4 (a) Suo Shi, such as to sample
E points water level value (now E point times made) in Article 2 scheduling line, then need to search the date where E points in upper one tune
Water level value (C points water level) in degree line, in this, as the E point water level upper limits, meanwhile, the left-half according to scheduling line is incremented by original
Then, the water level of E points is with D point water levels as lower limit.
3. cross-over control.If determining the bound of flex point only in accordance with vertical control line, sampling scheduling line out is very
May intersect with a upper line, the situation as shown in Fig. 4 (b) occur, the scheduling graph now sampled out is then infeasible.Therefore it is to keep away
Exempt from such case occur, scheduling line cross-over control need to be also performed in sampling, shown in such as Fig. 4 (c).In this process, first
Judge upper scheduling line on this bar line in the date of a sample point D points and current sample point E points (known abscissa date)
It is flex point A existing with the presence or absence of flex point, such as example in this figure.Connect DA and extend to the date of E points, obtain C points,
Using C point water levels as the upper limit of E point water levels, must now can guarantee that scheduling line is non-intersect.If upper scheduling line is in DE
There are multiple flex points in 2 dates, then calculated with a leftmost point, other flex points can not considered.
Under being controlled at above-mentioned three layers, you can draw three groups of water level bounds for treating sample point, take three groups of bounds and occur simultaneously i.e.
The water level bound for treating sample point is may make up, flex point is extracted within this range, the feasibility of scheduling graph must be can guarantee that.
Therefore, the water level bound of each point is calculated or complex on scheduling line, need to use point to be calculated
Abscissa, same and it is upper one scheduling line vicinity information.The bound of each point is can be according to the letter of neighbouring reference point
Breath adaptive updates, although larger in adaptive polo placement each point bound workload, but by can guarantee that scheduling of sampling out
The feasibility of figure, alleviates also therefore largely the workload that optimization is calculated.
(5) reference picture 5, in step S5, described is solved using NSGA-II algorithms to optimization problem.In Fig. 5, plant
Individual simulation in group is calculated comprising scheduling graph reduction, reservoir dispatching system, regulation goal calculates three processes.In optimized algorithm
Decision variable for some in [0,1] interval equally distributed variable, need to first by these decision-makings in each individuality in simulation
Variable sampling value is reduced to a scheduling graph by certain principle, can carry out growing serial reservoir operation simultaneously according to the scheduling graph thereafter
Evaluation objective function.
(6) in step S6, described carries out Pareto non-domination solution analyses to object function, and non-domination solution is solved compared with other
For have minimum goal conflict, can preferably select space for policymaker provides one.All Pareto non-domination solutions are constituted
Collection be collectively referred to as Pareto non-dominant disaggregation.It is inevitable while improving any object function on the basis of certain non-domination solution
Other at least one object functions can be weakened.Its principle is：
If solution is concentrated with two vectors u, v, f is satisfied by for the object function the smaller the better to ni(u)≤fi(v),And wherein at least one strict inequality fi(u) ＜ fiV () sets up, then claim vector u dominations v.Similarly, such as
Fruit u can arrange the every other solution vector in addition to oneself or say u not by other any solution dominations, then u is called that multiple-objection optimization is asked
One Pareto non-domination solution of topic.
Generally speaking, such as Fig. 2, it is pre- in the water for facing the moment that shown general flood control chart considers purpose reservoir
The information such as report, the possible period Mo hydrology, carry out rational management to purpose reservoir as far as possible.When period Mo may water level compared with
Height, it is when purpose reservoir water is larger, then as much as possible to discharge water, lower reservoir risk；When period Mo possible water level is relatively low and mesh
When mark reservoir water is less, then reservoir vent flow is reduced, using the stagnant flood storage water of the storage capacity of purpose reservoir, reduce downstream flood control
Purpose reservoir water power calculation efficiency is improved while pressure.
The higher limit and lower limit of the abscissa water flow increment of general flood control chart pass through history reality during flood season
The excursion of measurement of discharge or forecasting runoff period is obtained, ordinate period Mo of general flood control chart may water level it is upper
The water level range of limit value and lower limit by purpose reservoir water level under normal circumstances is obtained, the value of the scheduling line of reservoir vent flow
It is to be determined according to the flood-preventing goal in purpose reservoir downstream, the value of maximum reservoir vent flow and minimum reservoir vent flow is respectively mesh
The letdown flow value and the letdown flow value of lowest water level of peak level in the case of mark normal pool level.
From above-mentioned calculating process, during calculating based on usable regulation, when satisfaction is " when entrance flood season and purpose reservoir water
Position be higher than flood season limit level " when just enter purpose reservoir Flood Control Dispatch calculating.Flood control chart designed by the present invention makes at present
With less, and with the flood control chart of existing design difference, there is no that any reservoir has can directly use anti-
Big vast scheduling graph.Therefore, be both needed in application flood control chart in advance by step S1 in general flood control chart lay down a regulation optimization
Go out a flood control chart for belonging to itself, used in Flood Control Dispatch from now on for the reservoir.
Embodiment 1
The transverse axis of general flood control chart is the water flow increment for facing the period, the longitudinal axis be face the period end of period can
Can water level.For certain reservoir, history rule of runoff of the analysis reservoir dam site in flood season substitutes forecast with measured discharge
The water flow increment of each period that flow draws is in [- 20872m3/s,20938m3/ s] between (- 2005 years 1961), and
Limited Water Level of Reservoir in Flood Season is 145m, and normal pool level is 175m, and water level changes in the range of [145m, 175m], fits under normal circumstances
When value bound is widened, designated water level luffing is [144.5m, 180m], obtains the general Flood Control Dispatch of reservoir as shown in Figure 6
Figure.
General flood control chart uses four pilot wire systems as shown in Figure 6, corresponding vent flow (from top to bottom) point
Wei not Q4=76000m3/s、Q3=54000m3/s、Q2=40000m3/ s and Q1=25000m3/ s, controls downstream flood control mesh respectively
Mark --- water level 45m, 44.5m, 43m and 40m.In general flood control chart, 180m line traffic controls flow is certain reservoir maximum earial drainage
Amount, is 200000m3/ s, and the flow of bottom 144.5m lines is determined according to flood season minimum come water, through analysis of history runoff,
Certain reservoir dam site minimum discharge is 6140m3/ s, the need for guarantee shipping, ecological water and power system safety and stability, this reality
It is 8000m that example research then controls minimum discharging flow3/s.During using general flood control chart, increased according to a period water flow
Amount and period Mo possible water level determine present flow rate zone, and control flow interpolation then according to upper dispatching line determines afterwards
Final storage outflow.
The target in the flood season that series analog long draws is carried out in this implementation to design scheduling graph to be then listed in Table 1 below.
Object function under table 1 certain reservoir conventional operation with flood season as statistical time range
As shown in Table 1, run by design scheduling graph, the storage capacity utilization rate of certain reservoir is at a fairly low, and flood season has very big
Optimization space.Therefore the present embodiment design as Fig. 6 flood control chart in, every scheduling line transverse and longitudinal coordinate span and control
Flow processed has all been set.But the shape for dispatching line need to optimize and draw, to obtain best flood control, emerging sharp resultant effect.Reservoir
At in flood season, peak level is 147.15m before dam, and few more than flood season limit level 145m, from this point of view, reservoir is quite safe, but
Flood detention rate is very low, is almost not much flood detention effect, is totally unfavorable to downstream flood-preventing goal, and suitable navigation discharge surpasses
It is excessive also higher, it is also unfavorable (table 1) to flood season shipping.Following four object function is selected during optimization：
(1) Mean annual energy production, hundred million kWh, is the bigger the better
Wherein, EPow represents purpose reservoir Mean annual energy production, the kWh of unit hundred million；EhIt is purpose reservoir in the hair of period h
Electricity；The year that Y is covered by reservoir operation simulation；M is period sum.
(2) flood season flood detention rate, dimensionless, codomain scope [0,1] is the bigger the better；
In formula (14), QrIt is the flood season flood detention rate of purpose reservoir, I (t) is the reservoir inflow of t purpose reservoir, Q (t)
It is the storage outflow of t purpose reservoir, q carries out reservoir inflow value during stagnant flood storage water for purpose reservoir；
(3) peak level before dam, in the range of the codomain of level of dead water to normal pool level, peak level value is smaller more before dam
It is good；
(4) power generation in the flood seasons amount, hundred million kWh, is the bigger the better.The computational methods of flood season average generated energy are more with calculating purpose reservoir
Average annual energy output is identical, and the statistical time range of flood season average generated energy is annual May-October, and is the bigger the better.
When introducing flood control chart is instructed Flood Season of Reservoir scheduling, general flood control chart only enters to enter the flood season in reservoir
Phase and water level just plays a role higher than Limited Water Level of Reservoir in Flood Season, remaining situation is still instructed using reservoir usable regulation figure.Therefore,
When being optimized to general flood control chart, the main target for choosing flood season is used as the object function for optimizing.
The abscissa of flood control chart be water flow increment, the value in fixed range, with usable regulation figure above not
Together, each bar scheduling line is equal during general flood control chart need to only carry out geometrical constraint, and general flood control chart in Sampling
Successively decrease, therefore be also adopted by Self Adaptive Control variable bound and constrain control strategy (Fig. 4 (a-c)).
The four big object functions according to the multiple-objection optimization drafted, and the self adaptation bound constraint calculating in the application
Method, the flood control chart to certain reservoir has been also carried out series optimization long.The optimization period is similarly 1 day to 2005 January in 1962
On December 31, in.When the optimization of certain reservoir regulation for flood control figure is carried out, four flow control lines are respectively provided with 7 control points, but four
The end points abscissa coordinate of line is all fixed without optimization.Therefore, the present embodiment is to certain reservoir regulation for flood control figure when optimizing,
48 decision variables need to be optimized.Carrying out equally using NSGA-II multiple targets heuristic when general flood control chart optimization is calculated
Optimized algorithm is solved, and its parameter is set to：Population scale is set to 200, and evolutionary generation was 20 generations, and crossover probability is 0.9, intersects and divides
Cloth index is 20, and mutation probability is 0.1, and variation profile exponent is 20.
This example is projected the multiple target result of the space-time after the optimization of general flood control chart in each plane, is obtained
To multigroup two target compare figure, in four targets, in addition to peak level before dam, remaining is the bigger the better.Some targets are competing
Striving property is stronger, peak level and reservoir flood detention rate such as before dam, and the almost completely the same same increasing of the two targets is same to be subtracted.This and reality
Situation is consistent, and the peak level flood for representing stagnant storage higher is more before dam.But actually the two targets are conflicting
, it is therefore desirable to weigh.Similarly, peak level also has obvious competitiveness with the annual average power generation of reservoir before dam, very bright
Show peak level before showing dam higher, the bigger phenomenon of annual generated energy, because when flood season stagnant flood storage water is used after flood
During generating electricity, can reduce and annual abandon water so as to improve the generated energy of whole year.Accordingly, because the stagnant storage of flood is acted on, flood season
Generated energy can also be affected, but the relation of peak level is not so good as annual generated energy pass therewith before power generation in the flood seasons amount and dam
As system clearly, this is understandable.Because when Flood Season of Reservoir occurs flood detention, discharge under reservoir will certainly be reduced, but together
When raised due to reservoir level and also increase upstream and downstream head difference, and the relation between generated energy and reservoir level is not simple
Linear, therefore relation also more difficult measurement therebetween.
Be the result of further analysis reservoir regulation for flood control figure optimization, this example to general flood control chart Optimized Operation most
Latter all object functions with population have carried out same optimal value analysis.Analysis result is as shown in table 3.As shown in Table 3, draw
After entering the optimization of general flood control chart, in the case where maintaining usable regulation figure constant, annual average power generation can obtain very big carrying
Height, can increment life insurance 13%, but now before flood season dam peak level reach normal pool level 175m, for flood control quite
It is unfavorable.
Independent optimal case in the multiple target joint optimal operation result of table 3
In fact, before the target that flood season should more be paid close attention to should be dam peak level and reservoir flood detention rate, the highest water before dam
Position minimum programme, remains to improve reservoir annual average power generation, and additional issue rate is up to 10%；And during flood detention rate maximum scheme, to reservoir inflow
Higher than 40000m3The situation of/s, energy flood detention 27%, annual average power generation now remains to increase 12%.Further to analyze general
The effect of flood control chart, this example analyzes dam by taking the Flood process of 1998 (April 11 to September 30 days) as an example
Certain reservoir earial drainage process such as Fig. 7 under the preceding minimum scheme of peak level and the effect of flood detention rate highest scheme.It is obvious that not
When considering flood control chart, almost without much retentions effect of lake under reservoir routine dispactching, storage outflow is nearly all equal to storage and flows
Amount.But after introducing flood control chart, reservoir starts stagnant flood storage water, and peb process has obvious phenomenon of avoiding the peak hour.
By using above-mentioned technical proposal disclosed by the invention, following beneficial effect has been obtained：
The method of the invention, both can be higher than the flood season of flood season limit level in reservoir level, using Flood Control Dispatch diagram form,
It is reasonable employment flood control by reservoir regulation storage capacity, it is also possible to reservoir water is reassigned in flood season, is rationally sharp to greatest extent
Foundation is provided with flood resource.
Compared with prior art, the Operation During Flood Seasons side based on reservoir regulation for flood control figure has been used in the method for the invention
Method, the flood control chart of reservoir can formulate reservoir and work as according to reservoir current level, water situation and a period of time inflow forecast
Preceding period sluicing rule, compared to the flood control control strategy in traditional usable regulation figure, introduces the Flood Season of Reservoir of flood control chart
Scheduling can make full use of the water of reservoir while downstream flood control safety is ensured, improve the utilization ratio of flood.Meanwhile, found
The scheduling constraint diagram control method of self-adaptative adjustment decision variable upper and lower limit, when optimizing to graph of reservoir operation, according to scheduling graph
Geometrical constraint characteristic initiated the about beam control method of adaptive decision-making variable upper and lower limit, can guarantee that each in Optimized model
The feasibility of solution, improves computational efficiency of the Optimized model when decision variable is searched for, so as to improve the solution effect of Optimized model
Rate.
The above is only the preferred embodiment of the present invention, it is noted that for the ordinary skill people of the art
For member, under the premise without departing from the principles of the invention, some improvements and modifications can also be made, these improvements and modifications also should
Depending on protection scope of the present invention.
Claims (7)
1. it is a kind of based on Flood Control Dispatch data adaptive control reservoir regulation for flood control optimization method, it is characterised in that the side
Method includes：
S1, sets up the general flood control chart of purpose reservoir；The transverse axis of the general flood control chart be face the period carry out current
Amount increment, the longitudinal axis is the period Mo possible water level for facing the period, when the upper and lower bound of the transverse axis is according to purpose reservoir flood season
Historical traffic or analogue flow rate calculate, the upper and lower bound of the longitudinal axis is respectively the highest water level on records of purpose reservoir and goes through
History lowest water level；
Set in the general flood control chart it is a plurality of mutually disjoint and the trend that tapers off scheduling line, every scheduling line is by appointing
The segmented linear that the flex point of quantity of anticipating is linked to be is connected and composed, and every scheduling line sets a control flow, is distributed in general flood control
Scheduling graph；
According to upper and lower position relation of the scheduling line on the general flood control chart, from positioned at general flood control chart top
Control flow to the control flow of scheduling line being located at below general flood control chart of scheduling line incrementally increase；
S2, sets up Flood Control Dispatch model, is higher than flood season limit level when flood season and purpose reservoir water level is entered, and purpose reservoir begins to use
Flood Control Dispatch model carries out Flood Control Dispatch；Specially：
First, it is determined that reservoir flow increment, the period Mo for calculating reservoir may water level, the general flood control chart of inquiry, by inserting
Value is calculated the reservoir vent flow at current time；Then, under conditions of known reservoir vent flow, according to formula (1) to public affairs
Formula (7) obtains purpose reservoir earial drainage stage discharge relation and hydropower station under the possibility water level, the dam that face the reservoir of period Mo
Exert oneself, then, judge whether the result being calculated to formula (7) according to formula (1) meets the constraints for pre-setting, such as
Fruit is, then into S3；If it is not, then recalculating the generating flow of purpose reservoir, unnecessary water conservancy carries out abandoning water, subsequently into
S3；
The Flood Control Dispatch model includes：
Water balance relation is formula (1)：
Or
Earial drainage stage discharge relation is formula (2) under dam：
Q=f (HD) (2)；
Storage-capacity curve is formula (3)：
V=V (H) (3)；
T water flow increment formula is formula (4)：
Δ I=It-It-1(4)；
The storage capacity of t is formula (5)：
Vt=Vt-1+It×Δt (5)；
Possibility water level formula (6) before t dam：
Ht=H (Vt) (6)；
Hydropower station output calculation formula：
Wherein, I is reservoir inflow, unit m3/s；Q is storage outflow, unit m3/s；V is the current reservoir storage in reservoir, m3；t
It is the moment；V1, V2Respectively reservoir period whole story water, unit m3；Δ t is scheduling time section, unit s；f(HD) to let out under dam
Stream stage discharge relation；V (H) is represented by the anti-relational expression for pushing away storage capacity of reservoir level；H is upstream water level, m；Δ I comes for t
Reservoir water flow increment, m3/s；ItFor the reservoir of t comes water, m3/s；It-1For the reservoir at t-1 moment comes water, m3/s；Vt
It is the water in t reservoir, m3；Vt-1It is the water in t-1 moment reservoirs, m3；HtIt is the possibility water before t reservoir dam
Position, m；H(Vt) represent by the anti-relational expression for pushing away water level of reservoir capacity；N is that hydropower station ensures to exert oneself, kW；K is power factor；
H1, H2Respectively reservoir is in scheduling time section whole story upstream water level, m；QEIt is hydropower station flow, m3/s；HDIt is water under reservoir dam
Position, m；Δ V is the storage capacity variable quantity of reservoir, m3；
S3, determines object function；
S4, scheduling line number amount according to general flood control chart and each bar scheduling line flex point quantity, obtain representing described general
The sum of optimized variable needed for flood control chart；
S5, according to the object function and optimized variable that determine, using NSGA-II algorithms to optimization problem；
S6, Pareto non-domination solution analyses are carried out to object function, the general flood control chart after being optimized；
S7, the general flood control chart after optimizing application carries out flood control service computation.
2. method according to claim 1, it is characterised in that the constraints includes：
Restriction of water level condition, i.e. formula (8)：
Hdl≤H1, H2≤Hnl(8)；
Traffic constraints condition, i.e. formula (9)：
Qmin≤Q≤Qmax(9)；
Generating flow constraints, i.e. formula (10)：
QEmin≤QE≤QEmax(10)；
Generated output constraints, i.e. formula (11)：
Nmin≤N≤Nmax(11)；
Wherein, HdlIt is dead water level, unit m；HnlIt is reservoir operation scheme, unit m；QminFor Water Requirement, shipping are needed
The higher value of water, unit m3/s；QmaxIt is the design maximum flood discharge flow of reservoir, unit m3/s；QEmaxIt is most serious offense machine flow,
Unit m3/ s, QEmminFor reservoir ensures the minimum generating flow that reservoir normally runs, unit m3/s；
NmaxRepresent that the maximum generation of purpose reservoir is exerted oneself, i.e. the installed capacity of reservoir, unit kW；NminRepresent that minimum generates electricity out
Reduction in power, i.e. Power Generation Dispatching Drawings of Reservoir is exerted oneself, and when purpose reservoir is radial-flow type reservoir, is exerted oneself without reduction, unit kW.
3. method according to claim 2, it is characterised in that in step S2, purpose reservoir is recalculated according to formula (12)
Generating flow：
4. method according to claim 1, it is characterised in that in step S3, the object function includes：
I calculates purpose reservoir Mean annual energy production, and the Mean annual energy production is the bigger the better；
Wherein, EPow represents purpose reservoir Mean annual energy production, the kWh of unit hundred million；EhIt is purpose reservoir in the generated energy of period h；
The year that Y is covered by reservoir operation simulation；M is period sum；
II Flood Season of Reservoir flood detention rates, the flood season flood detention rate is dimensionless and codomain scope [0,1], and the Flood Season of Reservoir is stagnant
Big vast rate is better closer to 1；
Wherein, QrIt is the flood season flood detention rate of purpose reservoir, I (t) is the reservoir inflow of t purpose reservoir, and Q (t) is t mesh
The storage outflow of reservoir is marked, q carries out reservoir inflow value during stagnant flood storage water for purpose reservoir；
In the range of the codomain of level of dead water to normal pool level, peak level value is the smaller the better before dam for III；
IV flood seasons average generated energy is the bigger the better, the kWh of unit hundred million.
5. method according to claim 1, it is characterised in that in step S4, set and variable bound is changed using self adaptation
Constrained procedure general flood control chart is sampled, specifically realize as steps described below：
S41, the flex point number of each scheduling line in setting general-purpose flood control chart, the abscissa of each flex point, ordinate meet
Span is constrained；
When each bar scheduling line is sampled, its extraction order is：Taken out from top to bottom in the position of general flood control chart according to scheduling line
Take scheduling line；The scheduling line being drawn into for every, first from the scheduling left summit of line, left end point, right summit and right endpoint according to
Secondary sampling；Then it is divided into two from scheduling line and obtains left-half and right half part, from left to right respectively on left-half and the right side
The extraction flex point of half part；
S42, obtains the abscissa upper limit, the lower limit of any one flex point P, specially：
Adjacent comers according to flex point P, the upper limit, the lower limit for judging flex point P abscissas, specially：By on scheduling line where flex point P
Positioned at flex point P left side and it is fixed sampling flex point abscissa as flex point P abscissa value lower limit, the horizontal seat of flex point P
The mark value upper limit is the maximum that flex point P abscissas are taken in abscissa span；
S42, calculates the upper limit, the lower limit of any one flex point P ordinates, specially：
According to the decline trend of the non-intersect and all scheduling line of each scheduling line in general flood control chart, carry out in the overall situation successively
Lower limit determines, vertical control line determines and cross-over control determines, obtains the upper limit, the lower limit of flex point P ordinates；
S421. the global bound determines, any one of purpose reservoir normal pool level or flood season limit level is in for summit
Bar dispatches line L, and the global upper limit of scheduling line L is the normal pool level or flood season limit level of reservoir, and the global lower limit of scheduling line L is mesh
Mark the level of dead water of reservoir；For any one scheduling line J that summit is not up to normal pool level or flood season limit level, scheduling line J's
The global upper limit is to dispatch the summit water level of line J, and the global lower limit of scheduling line J is the level of dead water of purpose reservoir, obtains first group of water
Position bound；
S422. the vertical control line determines that for dispatching line, line is upper and lower in general flood control chart according to dispatching
Position, by scheduling line, order sorts from top to bottom, in sampling, is sampled to last bar scheduling line from first scheduling line；
The vertical upper limit of first scheduling line is normal pool level or flood season limit level；Since Article 2 scheduling line, every later tune
The vertical upper limit for spending line determines that the ordinate of each flex point in scheduling line need to be calculated according to one thereon scheduling line, specially：
Any one numbering is the scheduling line of u, and the u is more than 1, obtains date T where any one flex point E in scheduling line u, is looked into
Look for the water level value of scheduling line u-1 correspondence flex points in date T, the water level value that will be obtained, as the water level upper limit of flex point E；According to
In general flood control chart it is middle scheduling line left-half be incremented by principle, with dispatch on line u near flex point E flex point D water
Place value obtains second group of water level bound as flex point E point water level lower limits；
S423. the cross-over control determines
A1, the time period q and two water levels of adjacent comers for obtaining the upper two adjacent comers E and flex point D of scheduling line u is interval, its
In, on the date of date of flex point D less than flex point E, judge under conditions of time period q, dispatch on line u-1 whether at water place value
Flex point in water level interval, if it is not, then scheduling line u does not intersect with scheduling line u-1 in time period q；If it is, into
A2；
A2, judges whether the flex point quantity that water level value is in water level interval is equal to 1, if equal to 1, then by flex point D and water level
The time that the flex point A that value is in water level interval is connected and grown to where flex point E obtains flex point C, by the water level value of the flex point C
As the water level upper limit of flex point E；If being not equal to 1, selection water level value is in the flex point A ' of the water level interval leftmost side, by flex point
D is connected with flex point A ' and the time to where flex point E long obtains flex point C ', using the water level value of the flex point C ' as flex point E's
The water level upper limit, obtains the 3rd group of water level bound；
S424. the common factor for taking three groups of water level bounds constitutes the water level bound for treating sample point, upper and lower in the water level for treating sample point
Sampling point is extracted in the range of limit.
6. method according to claim 1, it is characterised in that the utilization NSGA-II algorithms described in step S5 are asked optimization
Topic carries out solution and comprises the following steps：
S51, the initial population for randomly generating (scale is N), and each individuality in population is simulated, evaluate object function
Value, by after multiple target non-dominated ranking, first being obtained after the selection, intersection and three basic operations of variation by genetic algorithm
For progeny population；
S52, since the second generation, parent population is merged with progeny population, body analog approach one by one in population, carries out multiple target
Quick non-dominated ranking forms new parent population, and carries out crowding calculating to the individuality in each non-dominant layer, according to non-
The crowding of dominance relation and individuality chooses the new parent population of suitable individual composition；
S53, new progeny population is produced by the basic operation of genetic algorithm；Cycle calculations are to the condition for meeting EP (end of program).
7. method according to claim 1, it is characterised in that the non-branch of Pareto is carried out to object function described in step S6
Analyzed with solution, its principle is：
If solution is concentrated with two vectors u, v, f is satisfied by for the object function the smaller the better to ni(u)≤fi(v),And wherein at least one strict inequality fi(u) ＜ fiV () sets up, then claim vector u domination v, similarly, such as
Fruit u can arrange the every other solution vector in addition to oneself or say u not by other any solution dominations, then u is called that multiple-objection optimization is asked
One Pareto non-domination solution of topic.
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| CN110766306B (en) * | 2019-10-16 | 2022-09-16 | 大连理工大学 | Reservoir flood control dispatching rule determining method based on elastic theory |
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| CN114707879A (en) * | 2022-04-18 | 2022-07-05 | 江西省水利科学院 | Flood season staged dynamic flood limit water level determination method based on pre-discharge rule |
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