CN108537449A - Meter and river are passed the flood period the reservoir coordinated scheduling strategy acquisition methods of demand - Google Patents
Meter and river are passed the flood period the reservoir coordinated scheduling strategy acquisition methods of demand Download PDFInfo
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Abstract
A kind of reservoir coordinated scheduling strategy acquisition methods for demand of passing the flood period the present invention provides meter and river, include the following steps：The first step obtains same day reservoir two Phase flow predicted value, same day end reservoir level is expected controlling value, same day hydropower station transfer order output process；Second step, meter and downstream river course are classified demand of passing the flood period, the reservoir coordinative dispatching model for demand that structure is counted and river is passed the flood period；Third walks, and on the basis of object function, integrates the constraints in coordinative dispatching model, and solved to the reservoir coordinative dispatching model built using dynamic programming；4th step proposes that critical index, Safety Index System Assessment of the structure suitable for coordinative dispatching model feature carry out overall merit and feedback to the safety of gained scheduling strategy in terms of reservoir operation safety and downstream river course pass the flood period safety two.It is not yet refined compared with the prior art and considers that downstream river course is passed the flood period demand, the present invention can be that the safety management of passing the flood period of promotion river provides technical support scheme.
Description
Technical Field
The invention relates to the technical field of hydraulic engineering management and hydropower energy scheduling, in particular to a reservoir coordination scheduling strategy acquisition method considering river flood demand.
Background
The economic situation of China gradually enters the normality, the annual electricity consumption increase trend of the society is slow, but the peak-valley difference is increased year by year. With the continuous expansion of the access scale of new energy such as wind power, photoelectricity and the like, the demand degree and the dependence degree of a power grid on power resources with the characteristic of peak shaving capacity are higher. The hydropower is used as a green energy source, has the characteristics of quick response, low operation cost and the like, is an ideal peak regulation power supply, and has great significance for fully exerting the excellent regulation performance of the hydropower to relieve peak regulation of a power grid and environmental stress.
When a hydropower station executes tasks such as power grid peak regulation, frequency regulation and the like, the generated power flow rapidly rises and falls, the unstable flow of the reservoir discharged from the reservoir easily causes large fluctuation of the section flow of a downstream river channel, and if residential life or production operation points are distributed along the river channel, the flood situation of the river channel is further aggravated. In order to relieve or even eliminate adverse effects of peak-shaving unsteady flow of the hydropower station on flood of a downstream river channel, a reservoir with a certain adjusting performance is usually built downstream of the hydropower station. Because the peak-shaving resources of the power grid are increasingly scarce, the reservoir with poor regulation performance sometimes also plays a role in peak-shaving and frequency-modulation of the power grid. Generally, the adjustment reservoir capacity of a built reservoir is limited, so that the lifting speed of the reservoir water level is high, and in order to avoid the dam overflow or emptying risk of the reservoir, a reservoir gate must be frequently used for adjustment. Therefore, on the premise of ensuring the operation and dispatching safety of the hydropower station reservoir engineering, how to coordinate the peak regulation capacity and the flow stabilization function is one of the problems to be solved urgently in theoretical research and actual dispatching work at present.
Patent document CN102817335A discloses a method and system for optimal scheduling of combined flood control of cascade reservoir groups. The invention can dynamically judge the level of flood and realize the hierarchical scheduling on the basis, and simultaneously, selects a proper optimized scheduling target to realize the requirements of protecting downstream protection objects and dam safety and flood reclamation according to the comprehensive information of the regulation performance of the reservoir, the scheduling period, the reliability of forecast incoming water and the like in the hierarchical scheduling.
Patent document CN105869065A discloses a scheduling method for coordinating flood control risk and power generation benefit in flood season of hydropower stations. The hydropower station flood season double-target two-stage optimization scheduling model is established by considering hydrologic forecast information and uncertainty influence thereof, the hydrologic forecast information is fully utilized, flood season scheduling is carried out according to a model solving result, and maximization of comprehensive benefits of power generation and flood control is achieved.
Although the two inventions have differences in main target problems, key technical methods and the like, when the flood demand of the downstream river channel is considered, the maximum flow or the maximum water level of the control station is used as a key index for measuring whether the flood situation is safe or not, but the flood index of the downstream river channel is not taken into the invention authority.
Patent document CN106327022A discloses a method and a device for stabilizing fluctuation of power generation flow of a cascade hydropower station. On the basis of obtaining the predicted flow rate in a warehouse, a daily load prediction curve, an optimization target and a peak-to-charge ratio, under the condition of meeting the constraints of hydropower station operation, water level amplitude variation and flow fluctuation, the maximization of peak regulation benefit is realized, and meanwhile, the flow pulsation of peak regulation output is stabilized by applying a sliding average filtering method, so that the stability of flow rate out of the warehouse is improved. The method takes flood indexes of a downstream river channel into consideration in a refining manner, but does not take supporting measures such as river channel flood discharge early warning implementation, gate operation pressure relief and the like into the invention permission, and if the measures are taken into consideration, the application is richer.
Disclosure of Invention
The invention aims to provide a reservoir coordination scheduling strategy obtaining method considering river channel flood demand, aiming at the defects of the prior art, and providing a technical support scheme for improving outlet flow water flow form and promoting river channel flood safety management.
The invention provides a reservoir coordination scheduling strategy acquisition method considering river flood demand, which is characterized by comprising the following steps of:
step one, acquiring a forecast value of reservoir warehousing runoff of a current day, an expected control value of reservoir water level at the end of the current day and a power generation command regulating output process of a hydropower station of the current day;
secondly, considering the hierarchical flood demand of the downstream river channel, and constructing a reservoir coordination scheduling model considering the flood demand of the river channel;
thirdly, integrating and coordinating all constraint conditions in the reservoir coordination scheduling model on the basis of the objective function;
fourthly, solving the established reservoir coordination scheduling model by using a dynamic programming method;
fifthly, providing key indexes from two aspects of reservoir dispatching safety and downstream river flood safety, constructing a safety evaluation index system suitable for coordinating the characteristics of a dispatching model, and comprehensively evaluating and feeding back the safety of the dispatching strategy obtained by calculation in the fourth step; and if the safety evaluation index requirement is not met, returning to the second step, adjusting the parameters of the reservoir coordination scheduling model and recalculating until the safety of the scheduling strategy obtained by calculation meets the safety evaluation index requirement.
In the above technical solution, the objective function is:
in the formula: fabs (. cndot.) as a function of absolute value; qout, t is the delivery flow of the reservoir in time t; qout, t-1 is the delivery flow of the reservoir in the time period t-1; t is a scheduling period; and lambdat is a river flood early warning demand coefficient of the reservoir at the time t.
The hierarchical acquisition mode of the demand coefficient lambdat is as follows:
in the formula: SET { indices } is the selected index SET; fi (-) is an early warning distinguishing mode corresponding to the ith level basic flow; λ i (i ═ 1,2, …, n) is a set constant; the concrete expression mode of the SET { indices } and fi (-) is determined by combining the actual characteristics of engineering.
In the above technical solution, the constraint condition includes:
a. water balance constraint
Vt+1＝Vt+(It-Qpower,t-Qab,t)Δt (3)
In the formula: vt, Vt +1 are the initial and final storage capacity of the reservoir in the period t respectively; it, Qpower, t, Qab, t are respectively the warehousing flow, the power generation flow and the overflow and abandon flow of the reservoir in the period t; Δ t is the period length;
b. water level restraint
Zt,min≤Zt≤Zt,max(4)
In the formula: zt, min, Zt, max are respectively the water level, the lowest water level and the highest water level allowed by the reservoir in the time period t.
c. Let-down flow restriction
qt,min≤Qpower,t+Qab,t≤qt,max(5)
In the formula: qt, min, qt and max are respectively a lower discharge flow limit and an upper discharge flow limit of the reservoir in the time period t;
d. initial and final water level control
Z0＝ZFirst stage,ZT＝ZPowder(6)
In the formula: z0 and ZT are the initial and final water levels of the dispatching period of the reservoir respectively; zFirst stage，ZPowderThe water level values are respectively given at the beginning and the end of the day.
In the above technical solution, the fourth step includes the following steps:
s1: dividing stages and determining stage variables, dividing a reservoir dispatching date (one day) into 96 stages according to a 15-minute time interval, and regarding the stages as a multi-stage decision problem, wherein T represents the stage variables (T is 1-T); t is the facing time period, and T + 1-T is the remaining time period;
s2: determining state variable, selecting reservoir capacity as state variable, and recording Vt-1The initial reservoir capacity at the t-th time period, VtThe storage capacity of the reservoir at the end of the t period;
s3: determining decision variables and selecting reservoir discharge flow Qout,t＝Qpower,t+Qab,tIs a decision variable;
s4: determining a state transition equation, namely a water quantity balance equation, an equation (3);
s5: determining stage indexes, namely river flood warning demand coefficient lambda t and reservoir delivery flow amplitude delta Q of each stageoutThe product of (a);
s6: determining an optimum function, i.e. ft *(Vt-1) Denotes an initial storage capacity V from the t-th staget-1Starting from the sum of the optimal water abandoning amplitude in the T-th time period, the obtained dynamically-planned reverse time sequence recursion equation is as follows:
in the formula: vt-1 m1Indicating when the initial discrete point of the t-th period is taken as m1Value of the library, Vt m2Denotes a storage capacity value at which the discrete point at the end of the t-th period (beginning of t +1 period) is taken as M2, and M1 is 0,1, …, M; m2 ═ 0,1, …, M; m is the discrete point number of the storage capacity; f. oft *(Vt-1 m1) Denotes the initial storage capacity V from the t-th periodt-1 m1Starting to sum of the optimal water abandoning amplitude in the T-th time period; f. of* t+1(Vt m2) Represents that the initial storage capacity is V from the t +1 th periodt m2Starting to sum of the optimal water abandoning amplitude in the T-th time period; omega t is a decision variable and represents the warehouse-out flow QtStorage capacity Vt-1A decision set meeting various constraints of the reservoir of the hydropower station at a given time;
s7: calculating reverse time sequence recursion, according to the formula (7), carrying out forward time sequence recursion from the last stage (stage T) to the first stage, and solving the reverse time sequence process with the minimum target function of the reservoir at each period in the whole dispatching period under the condition of meeting related constraint conditions;
s8: and (4) performing sequential recursive calculation to obtain the optimal strategy (Q) of the ex-warehouse flow process corresponding to the optimal valuetAnd corresponding reservoir capacity optimal state point value { V }t}。
In the above technical solution, the obtaining manner of the demand coefficient is as follows:
when the overflow flow variation is within the range of the flood demand of the river channel, early warning information does not need to be issued, the demand coefficient lambda is 1, and the dispatching objective is to pursue the stability of the flow process of leaving the reservoir;
when the scheduling strategy breaks through the early warning requirement of the overflow flow amplitude, starting an early warning program, and taking the overflow flow amplitude as the requirement coefficient;
the larger the demand coefficient is, the larger the overflow and abandon flow amplitude is, the more adverse to the downstream river flood situation is, so the demand for implementing early warning is higher, the pressure born by corresponding scheduling work is increased, and the pressure is avoided when an optimization decision is made.
In the above technical solution, the key indexes in the fifth step include: the number of times of early warning water level upper limit crossing of reservoir water level, the number of times of early warning water level lower limit crossing of reservoir water level, daily variation of reservoir water level, the number of times of early warning flood of river channel and the operation pressure of reservoir gate.
In the above technical solution, the safety evaluation index system in the fifth step is shown in the following table:
table 1 is a simple table of safety evaluation indexes of reservoir scheduling strategies
Wherein, the priority level decreases from top to bottom.
The invention provides a reservoir coordination scheduling strategy obtaining method considering river flood demand. The method aims at the practical engineering problem that the operation safety of a dam and the downstream river flood demand are difficult to coordinate in reservoir scheduling, provides a processing mode taking the river flood warning demand coefficient as a key technology according to the practical scheduling warning work requirement, constructs a reservoir coordination scheduling model taking the river flood demand into consideration, and provides a detailed process for solving the model by using a dynamic programming method. On the basis, according to the characteristics of the scheduling strategy obtained by the method, a safety evaluation index system is constructed from two aspects of reservoir scheduling safety and downstream river flood safety, and the purposes of comprehensive evaluation and decision feedback on the scheduling strategy safety can be realized. More importantly, the method takes reservoir dispatching regulations, hydropower station power generation plan approval processes and the like as calculation bases, so that the method is more mature and reliable in technology and wider in application prospect.
Drawings
FIG. 1 is a general design flow diagram of the present invention;
FIG. 2 is a schematic diagram of an optimization process for solving the established reservoir coordination scheduling model by using a dynamic programming method;
FIG. 3 is a process of output, warehousing flow and power generation flow of the first unfavorable condition of the reservoir A in the embodiment;
FIG. 4 illustrates a first adverse operating condition of the reservoir A;
FIG. 5 shows the first unfavorable condition of the reservoir A, namely the flow of leaving the reservoir and the flow of overflowing and discarding;
FIG. 6 is a schematic view of load regulation under the unfavorable condition II of the reservoir A in the embodiment;
FIG. 7 illustrates the flow of the reservoir A entering and exiting the reservoir A under the unfavorable operating condition II in the embodiment;
FIG. 8 is a process of generating flow and discarding flow of the second unfavorable condition of the reservoir A in the embodiment;
FIG. 9 illustrates a second embodiment of the reservoir level process for unfavorable conditions of the reservoir A;
FIG. 10 shows the output, warehousing flow and power generation flow of the third unfavorable condition of the reservoir A in the embodiment;
FIG. 11 shows the discharge and discharge flow of the third unfavorable condition of the reservoir A according to the embodiment;
fig. 12 shows the third reservoir level process of the unfavorable condition of the reservoir a in the embodiment.
Detailed Description
The invention will be further described in detail with reference to the following drawings and specific examples, which are not intended to limit the invention, but are for clear understanding.
As shown in fig. 1, the invention provides a reservoir coordination scheduling strategy obtaining method considering river flood demand.
Taking a certain reservoir A in Sichuan of China as an example, a coordinated dispatching strategy for considering river flood demand is obtained. And respectively selecting three unfavorable typical working conditions appearing in daily scheduling of the reservoir A for method application. The specific implementation mode is as follows:
step 1, acquiring data (power generation regulating command, forecast water and interval inflow shown in figure 1) of a current day warehousing runoff forecast value, a current day initial water level and last reservoir water level expected control value, a current day hydropower station power generation regulating command output process and the like. Wherein the water level control is shown in table 2.
| Unfavorable operating conditions | Initial water level control (m) | End water level control (m) | Remarks for note |
| Working condition one | 1012.58 | 1012.23 | Adverse natural factors |
| Working condition two | 1012.87 | 1013.39 | Adverse load factor |
| Three working conditions | 1013.01 | 1013.42 | Adverse combined factors |
TABLE 2 control of end and beginning water level for three adverse conditions
And 2, considering the hierarchical flood demand of the downstream river channel, and constructing a reservoir A coordination scheduling model considering the flood demand of the river channel. The invention takes reservoir dispatching requirements into account, including reservoir water level out-of-limit, reservoir water level variation, power station peak regulation operation, and river flood demand, including reservoir outlet flow variation of the reservoir and river flood early warning mechanism.
The determination of the demand coefficient λ t in the objective function is based on the following: the local flood control and drought resistance department issues a guidance document related to the flood discharge early warning of the reservoir A, and indicates that basic flow and increase and decrease flow change data are adopted as early warning indexes in view of weak regulating capacity of the reservoir A and frequent opening and closing of a flood discharge gate. The method specifically comprises the following steps: when the basic flow is less than 1000m3(s) the flow of the opening and closing flood discharge gate is increased and decreased by more than 400m3S; base flow rate equal to or greater than 1000m3The/s is less than 2000m3S, the flow of the opening and closing flood discharge gate is increased and decreased by more than 600m3S; the basic flow is equal to or more than 2000 and less than 4000m3S, the flow of the open and close flood discharge gate is increased and decreased by more than 1000m3S; the basic flow rate is equal to or greater than 4000m3S, the flow of the opening and closing flood discharge gate is increased and decreased by more than 1500m3And/s, early warning is required to be implemented, and inspection along the river is organized.
Thus, the objective function of the coordinated scheduling model is:
wherein,
the variables in the formula are characterized as defined above.
Step 3, integrating all constraint conditions in the coordinated scheduling model on the basis of the objective function, wherein the constraint conditions comprise the following steps: water balance constraint, water level constraint, downward discharge flow constraint and initial and final water level control.
And 4, solving by using the dynamic programming method to obtain the scheduling strategy of each working condition of the reservoir A. The optimizing process is shown in fig. 2 (in the figure, the abscissa is the number of time periods, and the ordinate is the reservoir capacity). The specific steps include 8 steps S1-S8, and formula (7) is a key formula in the stage optimization process.
The scheduling strategy of the unfavorable working condition one (unfavorable natural factors) is shown in fig. 3-5, and comprises an output process, an ex-warehouse flow process, a power generation flow process, an overflow and abandon flow process and a reservoir water level change process.
The scheduling strategy of the adverse working condition two (the load factor is adverse) is shown in fig. 6-9, and comprises an output process, an ex-warehouse flow process, a power generation flow process, an overflow and abandon flow process and a warehouse water level change process.
The scheduling strategy of the unfavorable working condition three (the comprehensive factor is unfavorable) is shown in fig. 10-12, and comprises an output process, an ex-warehouse flow process, a power generation flow process, an overflow and abandon flow process and a reservoir water level change process.
And 5, constructing a safety evaluation index system from the two aspects of reservoir scheduling safety and downstream river flood safety, and comprehensively evaluating and feeding back the safety of the obtained three adverse working condition scheduling strategies. The indexes are quantified according to the following steps:
index one: and early warning the upper limit times of the water level of the reservoir. The normal water level of the reservoir A is 1015.0m, a safety margin of 0.5m is reserved on the basis to set an early warning water level upper limit (namely 1014.5m), and when the reservoir water level exceeds the water level, early warning is needed to avoid the dam overflowing risk of the reservoir.
Index two: and early warning the lower limit times of the water level when the reservoir water level is over. The dead water level of the reservoir A is 1010.0m, a safety margin of 1.0m is reserved on the basis, an early warning water level lower limit (namely 1011.0m) is set, when the reservoir water level is lower than the water level, early warning is needed, and the risk of reservoir emptying is avoided.
Index three: the daily amplitude of reservoir water level. According to the regulation of reservoir A dispatching regulations, the daily variation of the reservoir water level of the reservoir A is not more than 3.0m/d (daily variation safety threshold), and when the daily variation exceeds the threshold, early warning is needed to avoid the unstable risk of the bank slope.
The index is four: considering the flood safety of the river channel at the downstream of the reservoir A, according to the regulation of the flood discharge early warning guide file of the reservoir A, when the basic flow and the increase and decrease flow values exceed the early warning threshold values, early warning is needed, and the risk of life and property loss at the downstream of the reservoir is avoided.
Index five: reservoir gate operating pressure. According to the dispatching characteristics of the reservoir A, the operation pressure of the reservoir gate is quantified in the following mode (see table 3 in detail).
Table 3 shows the quantitative manner of the operating pressure of the reservoir gate in the tung tree forest
And (3) analyzing the application effect:
the application effect of the invention is analyzed, and various safety evaluation indexes are shown in table 4. It can be seen that the present invention has a significant adverse impact on the improvement compared to the actual scheduling regime. Three unfavorable typical conditions were further analyzed in detail:
table 1 shows the effect of the present invention
(1) Unfavorable working condition 1
Fig. 3 shows the daily warehousing flow and the whole plant output process, and the actual operation and the reservoir a power generation flow process of the method. The water regime log shows that the current day is moderate to heavy rain and local rainstorm, so the warehousing flow is large (the average warehousing flow is 2560m 3/s). It can be seen that: the output process of the hydropower station in the same day has high fluctuation, the current generation process lines of the two working conditions are basically consistent, and certain saw-tooth shapes are formed along with the non-uniformity of the output process.
Fig. 4 shows the actual operation condition of the day and the reservoir a water level process after the scheduling by the method of the invention. It can be seen that:
firstly, the reservoir water level operation range is 1011.9-1014.4 m under the actual working condition, the change characteristic of the reservoir water level in the day is analyzed, the reservoir water level slowly drops in the 0: 00-08: 45 time period, the reservoir water level rising characteristic is obvious because the hydropower station does not generate electricity in the 9: 00-9: 45 time period, the reservoir water level is kept to operate at a high level all the time, and the reservoir water level (1014.3-1014.4 m) approaches the upper limit of the early warning water level of 1014.5m in the 21: 00-22: 45 time period.
secondly, under the scheduling of the method, the reservoir water level operation range is 1011.1-1012.5 m.0: 00-08: 45 time intervals, the reservoir water level trend characteristics are consistent with (are all reduced by) the actual working conditions, the reservoir water level is still slowly reduced in the later time, the reservoir water level reaches the minimum value of 1011.1m of the reservoir water level in the current day at 18:45, then the reservoir water level slowly rises, and the reservoir water level is kept at the same level with the reservoir water level in the actual working conditions at the end of the scheduling period in the current day.
The power generation flow process of the method is basically consistent with the actual working condition, but the reservoir water level processes of the power generation flow process and the actual working condition are obviously different. Thus, the overflow flow process of both needs to be further analyzed, see FIG. 5 for details. It can be seen that: in the time period of 9: 00-9: 45, when the current generation amount of the unit is 0, the method increases the overflow flow, which is the reason why the characteristics of reservoir water level change after the scheduling of the method are opposite to the actual working condition.
Table 5 shows statistical analysis of scheduling results of the present invention and actual conditions (unfavorable conditions one)
Table 5 is a statistical indicator value of the scheduling process, wherein the coefficient of variation is equal to the standard deviation divided by the mean value, and in statistics, the larger the value is, the larger the dispersion of the characterization data sequence is, and the larger the fluctuation of the characterization process is used here. It can be seen that:
the fluctuation of the power generation flow process of the invention is not greatly different from the fluctuation of the power generation flow process of the actual working condition, and is basically consistent with the fluctuation of the power generation flow process of the same day.
compared with the actual working condition, the invention obviously improves the stability of the flow process of leaving warehouse by adjusting the overflow and abandon flow, the coefficient of variation of the flow process is 0.08 when entering warehouse, and the coefficient of variation of the flow process is reduced to 0.01 when leaving warehouse after being adjusted by a reservoir.
The analysis shows that on the basis of ensuring that the power generation task is smoothly completed on the same day, compared with the actual working condition, the method has the advantages that the regulation effect of the reservoir A is better exerted by calling the reservoir gate, the water flow form of the reservoir outlet flow is effectively improved, and the flood safety of the downstream river channel is improved.
(2) Unfavorable working condition two
Fig. 6 shows the load command process on the same day, which reaches 14 times of load commands in total, and the load rate is 36%. Fig. 7 shows the process of the warehouse-in flow and the warehouse-out flow at the same day, compared with the actual working condition, the stability of the process of the warehouse-out flow of the reservoir is improved to a certain extent.
The distribution process of the current generation flow and the overflow flow is further analyzed, as shown in fig. 8. In the aspect of the power generation flow process, the shape of the process line of the invention is similar to that of the process line of the actual working condition, and the goodness of fit is higher; in the aspect of the overflow flow process, the two operation modes have large fluctuation, and comparison analysis needs to be performed by combining statistical data.
In terms of reservoir scheduling safety, fig. 9 shows the reservoir water level change process of the tung forest reservoir according to the invention and the actual working conditions. In actual operation, in a period of 14: 00-15: 45, the reservoir level (1014.48-1014.54 m) approaches or even breaks through the upper limit of the early warning water level, and the scheduling work is tense; for the method provided by the invention, the reservoir water level does not break through the upper and lower limits of the early warning water level, and the pressure of the scheduling work of the reservoir in the same day is released to a certain extent.
Table 6 shows statistical analysis of scheduling results of the present invention and actual conditions (unfavorable conditions two)
Table 6 shows the statistical indicator values of two scheduling procedures, which can be seen as follows:
the fluctuation of the invention and the fluctuation of the actual working condition power generation flow process are both larger, and the fluctuation of the invention and the daily output process are basically consistent.
compared with the actual working condition, the invention reduces the fluctuation of the overflow and abandon flow process by using the gate operation, thereby reducing the fluctuation of the ex-warehouse flow.
compared with the fluctuation (the coefficient of variation is 0.16) of the flow process during warehousing, the coefficient of variation of the flow process during ex-warehouse is reduced to 0.09 after the dispatching by the method, and the regulation and storage effect of the reservoir on the warehousing runoff is exerted.
The analysis shows that under the condition that the load changes temporarily in the current day process, the actual operation conditions have different degrees of adverse effects on the reservoir and the downstream river channel.
(3) Unfavorable working condition three
Table 7 shows statistics of data in the scheduling process of the present invention and the actual operating mode on the same day, fig. 10 and 11 show the power generation flow, the overflow flow, and the delivery flow processes of the two operating modes, and fig. 12 shows the reservoir water level change process of the two operating modes. And (4) analyzing by combining the charts:
table 7 shows statistical analysis of scheduling results of the present invention and actual conditions (three unfavorable conditions)
The comparison of the scheduling results of the present invention and the actual conditions shown in table 7 shows that:
average daily warehouse entry flow rate is 4178m3And/s (the incoming water level is large, the process stability is high), the hydropower station unit is stopped in a period of 2: 00-6: 45, and the load rate is 58%.
②, the scheduling strategy established by the invention ensures the stability of the flow out of the reservoir, the flood early warning times of the river channel are reduced from 5 times to 0 time, and the flood safety of the river channel is greatly improved.
and thirdly, in actual operation, in the time periods of 7: 00-7: 45 (reservoir water level 1014.48m) and 22: 00-22: 45 (reservoir water level 1014.57m), the reservoir water level approaches or even breaks through the upper limit of the early warning water level, so that the tension situation is relieved to a certain extent, and a space is provided for reasonable control of the reservoir water level.
The above analysis shows that the present invention plays a positive role in the day.
Details not described in this specification are within the skill of the art that are well known to those skilled in the art.
Claims (7)
1. A reservoir coordination scheduling strategy obtaining method considering river flood demand is characterized by comprising the following steps:
step one, acquiring a forecast value of reservoir warehousing runoff of a current day, an expected control value of reservoir water level at the end of the current day and a power generation command regulating output process of a hydropower station of the current day;
secondly, considering the hierarchical flood demand of the downstream river channel, and constructing a reservoir coordination scheduling model considering the flood demand of the river channel;
thirdly, integrating and coordinating constraint conditions in a reservoir coordination scheduling model on the basis of the objective function;
fourthly, solving the established reservoir coordination scheduling model by using a dynamic programming method;
fifthly, providing key indexes from two aspects of reservoir dispatching safety and downstream river flood safety, constructing a safety evaluation index system suitable for coordinating the characteristics of a dispatching model, and comprehensively evaluating and feeding back the safety of the dispatching strategy obtained by calculation in the fourth step; and if the safety evaluation index requirements are not met, returning to the second step, adjusting the parameters of the reservoir coordination scheduling model and recalculating.
2. The method for obtaining the reservoir coordination scheduling strategy considering the river flood demand according to the claim, wherein the objective function is as follows:
in the formula: fabs (. cndot.) as a function of absolute value; qout,tThe flow of the reservoir in the time period t is taken out; qout,t-1The flow rate of the reservoir in the time period t-1 is taken out; t is a scheduling period; λ t is a river flood early warning demand coefficient of the reservoir at the time t;
the hierarchical acquisition mode of the demand coefficient lambdat is as follows:
in the formula: SET { indices } is the selected index SET; fi (-) is an early warning distinguishing mode corresponding to the ith level basic flow; λ i (i ═ 1,2, …, n) is a set constant. The concrete expression mode of the SET { indices } and fi (-) is determined by combining the actual characteristics of engineering.
3. The method for obtaining the reservoir coordination scheduling strategy considering the river flood demand according to claim 1, wherein the constraint conditions comprise:
a. water balance constraint
Vt+1＝Vt+(It-Qpower,t-Qab,t)Δt (3)
In the formula: vt、Vt+1The initial storage capacity and the final storage capacity of the reservoir at the time t are respectively; i ist、Qpower,t、Qab,tRespectively the warehousing flow, the power generation flow and the overflow and abandon flow of the reservoir at the time t; Δ t is the period length;
b. water level restraint
Zt,min≤Zt≤Zt,max(4)
In the formula: zt、Zt,min、Zt,maxRespectively the allowable water level, the lowest water level and the highest water level of the reservoir in the time period t.
c. Let-down flow restriction
qt,min≤Qpower,t+Qab,t≤qt,max(5)
In the formula: q. q.st,min、qt,maxRespectively is the lower discharge flow limit and the upper discharge flow limit of the reservoir in the time period t;
d. initial and final water level control
Z0＝ZFirst stage,ZT＝ZPowder(6)
In the formula: z0、ZTThe initial and final water levels of the dispatching period of the reservoir respectively; zFirst stage，ZPowderThe water level values are respectively given at the beginning and the end of the day.
4. The method for obtaining the reservoir coordination scheduling strategy considering the river flood demand according to claim 1, wherein the fourth step comprises the following steps:
s1: dividing stages and determining stage variables, dividing a reservoir dispatching date (one day) into 96 stages according to a 15-minute time interval, and regarding the stages as a multi-stage decision problem, wherein T represents the stage variables (T is 1-T); t is the facing time period, and T + 1-T is the remaining time period;
s2: determining state variable, selecting reservoir capacity as state variable, and recording Vt-1The initial reservoir capacity at the t-th time period, VtThe storage capacity of the reservoir at the end of the t period;
S3：determining decision variables and selecting reservoir discharge flow Qout,t＝Qpower,t+Qab,tIs a decision variable;
s4: determining a state transition equation, namely a water quantity balance equation, an equation (3);
s5: determining stage indexes, namely river flood warning demand coefficient lambda t and reservoir delivery flow amplitude delta Q of each stageoutThe product of (a);
s6: determining an optimum function, i.e. ft *(Vt-1) Denotes an initial storage capacity V from the t-th staget-1Starting from the sum of the optimal water abandoning amplitude in the T-th time period, the obtained dynamically-planned reverse time sequence recursion equation is as follows:
in the formula: vt-1 m1Represents a bank capacity value V when the initial discrete point of the t-th period is m1t m2Denotes a storage capacity value at which the discrete point at the end of the t-th period (beginning of t +1 period) is taken as M2, and M1 is 0,1, …, M; m2 ═ 0,1, …, M; m is the discrete point number of the storage capacity; f. oft *(Vt-1 m1) Denotes the initial storage capacity V from the t-th periodt-1 m1Starting to sum of the optimal water abandoning amplitude in the T-th time period; f. of* t+1(Vt m2) Represents that the initial storage capacity is V from the t +1 th periodt m2Starting to sum of the optimal water abandoning amplitude in the T-th time period; omega t is a decision variable and represents the warehouse-out flow QtStorage capacity Vt-1A decision set meeting various constraints of the reservoir of the hydropower station at a given time;
s7: calculating reverse time sequence recursion, according to the formula (7), carrying out forward time sequence recursion from the last stage (stage T) to the first stage, and solving the reverse time sequence process with the minimum target function of the reservoir at each period in the whole dispatching period under the condition of meeting related constraint conditions;
s8: and (4) performing sequential recursive calculation to obtain the optimal strategy (Q) of the ex-warehouse flow process corresponding to the optimal valuetAnd corresponding reservoir capacity optimal state point value { V }t}。
5. The method for acquiring the reservoir coordination scheduling strategy considering the river flood demand according to claim 2, wherein the acquiring mode of the demand coefficient is as follows:
when the overflow flow variation is within the range of the flood demand of the river channel, early warning information does not need to be issued, the demand coefficient lambda is 1, and the dispatching objective is to pursue the stability of the flow process of leaving the reservoir;
when the scheduling strategy breaks through the early warning requirement of the overflow flow amplitude, starting an early warning program, and taking the overflow flow amplitude as the requirement coefficient;
the larger the demand coefficient is, the larger the overflow and abandon flow amplitude is, the more adverse to the downstream river flood situation is, so the demand for implementing early warning is higher, the pressure born by corresponding scheduling work is increased, and the pressure is avoided when an optimization decision is made.
6. The method for acquiring the reservoir coordination scheduling strategy considering the river flood demand according to claim 1, wherein the key indexes in the fifth step comprise: the number of times of early warning water level upper limit crossing of reservoir water level, the number of times of early warning water level lower limit crossing of reservoir water level, daily variation of reservoir water level, the number of times of early warning flood of river channel and the operation pressure of reservoir gate.
7. The method for acquiring the reservoir coordination scheduling strategy considering the river flood demand according to claim 6, wherein the safety evaluation index system in the fifth step is shown in the following table:
wherein, the priority level decreases from top to bottom.
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