CN102776870B - Non-forecast flood regulation method for cascade hydropower station based on water level flow - Google Patents

Abstract

The invention discloses a non-forecast flood regulation method for a cascade hydropower station based on water level flow. The method comprises the following steps of: 1, measuring an initial water level of a reservoir with a floodometer and determining the capacity of a reservoir to be accumulated according to a preset flood control high water level; 2, calculating the current reservoir flow, and calculating the residual flood volume according to a peak and amount relationship; and 3, maintaining the water storage working conditions when the residual flood volume is smaller than the capacity of the reservoir to be accumulated, controlling the flow through a water level fluctuation method when the residual flood volume is greater than the capacity of the reservoir to be accumulated, and accumulating the reservoir flow to a preset high water level. In the regulation process, the actually measured flood storage flow is the current flood peak flow, if the residual flood volume is smaller than the capacity of the reservoir to be accumulated, the water storage working conditions are maintained, and at the moment, the highest reservoir level can be ensured to be lower than the preset high water level; and when the residual flood volume is greater than the capacity of the reservoir to be accumulated, the flood is controlled through the water level fluctuation method, and the reservoir flow is accumulated to the preset high water level.

Description

Based on the nothing forecast Dispatching Flood method of the step power station of stage-discharge

Technical field

The present invention relates to the nothing forecast Dispatching Flood method of the step power station based on stage-discharge, belong to without forecast Dispatching Flood technical field.

Background technology

When reservoir meets with without forecast flood, scheduling scheme cannot be drafted in advance and carry out planned Dispatching Flood, but guarantee dam, the safety in power station remains the principle necessarily observed, let out under security against flood as much as possible putting before this, and reservoir lower for reservoir especially reservoir level is filled store predetermined high water level.In existing technology, the dispatching method let out under reservoir inflow carries out is followed the tracks of in normal employing, and the shortcoming of the method is difficult to be filled by reservoir at the end of flood store predetermined high water level, effectively cannot carry out flood-water resources utilization.

Summary of the invention

The object of the invention is to, provide based on stage-discharge step power station without forecast Dispatching Flood method, it not only can be implemented in and meets with without after forecast flood, guarantees the safety in dam, power station, but also reservoir can be filled and store predetermined high water level.

For solving the problems of the technologies described above, the present invention adopts following technical scheme: based on the nothing forecast Dispatching Flood method of the step power station of stage-discharge, comprise the following steps:

S1, floodometer is measured the initial water level of reservoir and is determined storage capacity to be stored according to the upper water level for flood control preset;

S2, maintains all the time under completely sending out flow with unit and lets out, until retain half storage capacity to be stored;

S3, calculates current reservoir inflow, and calculates residue flood volume according to peak, magnitude relation;

S4, if residue flood volume is less than remain storage capacity to be stored, then maintains retaining operating mode, and forwards S3 to; If residue flood volume is greater than remain storage capacity to be stored, is then controlled by water-level fluctuation method, reservoir is filled and stores predetermined high water level.

The nothing forecast Dispatching Flood method of the aforesaid step power station based on stage-discharge, current reservoir inflow is calculated according to the first last water level of period and gate letdown flow in step S3, be specially: Q (t)=(V (t+1)-V (t))/Δ t+q (t), wherein, Q (t) is for facing period reservoir inflow, V (t+1) is the pondage of t period end, V (t) is the pondage at the beginning of the t period, segment length when Δ t is, q (t) is period storage outflow.

In the nothing forecast Dispatching Flood method of the aforesaid step power station based on stage-discharge, namely the current reservoir inflow described in step S3 faced the peak flood flow of flood at that time.

In the nothing forecast Dispatching Flood method of the aforesaid step power station based on stage-discharge, the water-level fluctuation method described in step S4 comprises the following steps:

S10, floodometer is measured the initial water level of reservoir and is determined the undulating value that water level allows;

S20, the running scheme of adjustment gate makes it follow the tracks of real-time flood reservoir inflow;

S30, if floodometer detects that water level declines continuously, then calculates the peak flood flow of this flood into reservoir, and obtains the water-break section flood water yield according to the peak magnitude relation of Reservoir Flood, revises gate opening scheme progressively closed shutter;

S40, if floodometer does not detect that water level declines continuously, then forwards S20 to.

The aforesaid step power station based on stage-discharge without in forecast Dispatching Flood method, the running scheme of the adjustment gate described in step S20 makes it follow the tracks of real-time flood reservoir inflow specifically to comprise rising limb scheduling:

(I) flood is at t ₀moment rises and rises, t ₁moment observed stage, and record to obtain Z ₁;

(II) t is calculated ₀~ t ₁the Δ v of period ₀₁, $\stackrel{\‾}{Q}=\frac{{\mathrm{\Δv}}_{01}}{t_1-t_0},Q_m=2\stackrel{\‾}{Q};$

(III) t ₁moment starting gate, open degree B is at Z ₁under condition, under let out 2Q _m;

(IV) maintain gatage, and record water level by Z ₁drop to the time t ' of minimum point ₁(lasting Δ t '), then prolongation Δ t ' that gate is held time;

(V) t is observed ₂moment water level, and be recorded to Z ₂; By t ₂, t ' ₁the water-head that two moment were recorded to, obtains storage capacity value added ${\mathrm{\ΔV}}_{t_1^{\′}{t}_2};$

(VI) t ' is calculated ₁~ t ₂average flow within the prescribed time increment, namely

(VII) on the basis of former aperture, at t ₂moment increases gatage, makes it meet the following conditions:

A () reservoir level controls at Z ₂under water level condition;

B the flow let out under () is $2Q_m+4\mathrm{\Δ}\stackrel{\‾}{Q};$

(VIII), after increasing aperture from gate, observe and record water level decreasing to minimum point moment t ' ₂(last Δ t "), and holding time of gate extended Δ t "; Judge to regulate whether reach flood peak, that is: judge whether the water level of the double collection of floodometer is downward trend, if so, then terminates, and if not, then forwards to (I);

Wherein, for t ₀~ t ₁the average reservoir inflow of period;

Q _mfor t ₁the reservoir inflow in moment;

Δ v ₀₁for t ₀~ t ₁the storage capacity changing value of period;

Z ₁for t ₁the reservoir level in moment.

In the nothing forecast Dispatching Flood method of aforesaid Hydropower Stations, the peak flood flow calculating this flood into reservoir described in step S30, and obtain the water-break section flood water yield according to the peak magnitude relation of Reservoir Flood, correction gate opening scheme progressively closed shutter specifically comprises the scheduling of water-break section:

(I) by formula obtain gate to continue to reduce Δ Q from the letdown flow of bc period (known) _cf;

(II) by formula the letdown flow obtained after maintaining minimizing is lasted for t _fe, namely from t ₇moment is to t _eterminate;

(III) check (inspection) and make it meet:

$Q_{\mathrm{cf}}\≤2\mathrm{\Δ}\stackrel{\‾}{Q^{\′\′}}+4\mathrm{\Δ}\stackrel{\‾}{Q}+4\stackrel{\‾}{Q}$

Wherein, Δ v is t ₆~ t ₇the storage capacity changing value of period;

Δ V is t ₆the storage capacity to be stored of period;

Δ Q _cffor t ₇the storage outflow decreasing value of period.

Compared with prior art, the stage-discharge of the present invention by checking the floods, when residue flood volume is less than in time storing storage capacity, carries out retaining to reservoir, thus effectively can ensure the safety in dam and power station, prevent the generation of unrestrained dam accident; In addition, in scheduling process, namely the flood reservoir inflow of actual measurement faced the peak flood flow of flood at that time, residue flood volume corresponding to this peak flood flow is calculated according to peak magnitude relation, if residue magnanimity is less than storage capacity to be stored, then maintain retaining operating mode, now can guarantee that the highest reservoir level is less than the high water level of setting; If residue magnanimity is greater than storage capacity to be stored, then enter water-level fluctuation method to control, guarantee in the flood water-break stage by reservoir historical flood water lowering pattern, peak magnitude relation by analog simulation calculation in advance and online dynamic conditioning, reservoir is filled and stores predetermined high water level.The plan water retention capacity of the present invention about the big vast section that rises of flood starts to retain equably half, follow the tracks of afterwards under reservoir inflow carries out and let out, again retain remaining half equably in water-break section and intend water retention capacity, to be therefore applicable to reservoir level lower in the present invention, intends the situation that water retention capacity is larger.

Accompanying drawing explanation

Fig. 1 is the workflow diagram of a kind of embodiment of the present invention;

Fig. 2 is that water-level fluctuation method adjusts big vast schematic diagram;

Fig. 3 is that water-level fluctuation method adjusts flood to calculate basic flow sheet.

Below in conjunction with the drawings and specific embodiments, the present invention is further illustrated.

Detailed description of the invention

Embodiments of the invention: based on the nothing forecast Dispatching Flood method of the step power station of stage-discharge, as shown in Figure 1, comprise the following steps:

S1, determines the storage capacity Δ V of current level to the high water level (or given last water level) of setting, if reservoir level is flood season limit level before flood arrives, then and the high water level set and upper water level for flood control, Δ V is now just the storage capacity of reservoir;

S2, maintains all the time under completely sending out flow with unit and lets out, until retain half storage capacity to be stored;

S3, faces the peak flood flow Q that period reservoir inflow Q (t) namely faces flood _peakcalculating faces period reservoir inflow Q (t) and adopts following methods: Q (t)=(V (t+1)-V (t))/Δ t+q (t), wherein V (t+1) is the pondage of t period end, V (t) is the pondage at the beginning of the t period, segment length when Δ t is, q (t) is period storage outflow, according to peak, magnitude relation W _flood=f (Q _peak) calculate residue flood volume W _flood;

S4, with this W _floodas criterion:

If W _flood< Δ V, then maintain retaining operating mode;

If W _flood>=Δ V, then priming level Fluctuation Method, carry out gate and follow the tracks of and flow down and let out operating mode, comprising:

A, the running scheme of adjustment gate makes it follow the tracks of real-time flood reservoir inflow, specifically comprises rising limb scheduling:

(I) (as shown in Figure 2) flood is at t ₀moment rises and rises, t ₁moment observed stage, and record to obtain ▽ Z ₁;

(II) t is calculated ₀~ t ₁the Δ v of period ₀₁, $\stackrel{\&OverBar;}{Q}=\frac{{\mathrm{\&Delta;v}}_{01}}{t_1-t_0},Q_m=2\stackrel{\&OverBar;}{Q};$

(III) t ₁moment starting gate, open degree B is at ▽ Z ₁under condition, under let out 2Q _m;

(IV) maintain gatage, and record water level by ▽ Z ₁drop to the time t ' of minimum point ₁(lasting Δ t '), then prolongation Δ t ' that gate is held time;

(V) t is observed ₂moment water level, and be recorded to ▽ Z ₂by t ₂, t ' ₁the water-head that two moment were recorded to, obtains storage capacity value added

(VI) t ' is calculated ₁~ t ₂average flow within the prescribed time increment, namely

(VII) on the basis of former aperture, at t ₂moment increases gatage, makes it meet the following conditions:

A () reservoir level controls at Z ₂under water level condition;

B the flow let out under () is $2Q_m+4\mathrm{\&Delta;}\stackrel{\&OverBar;}{Q};$

(VIII), after increasing aperture from gate, observe and record water level decreasing to minimum point moment t ' ₂(last Δ t "), and holding time of gate extended Δ t "; Judge to regulate whether reach flood peak, that is: judge whether the water level of the double collection of floodometer is downward trend, if so, then terminates, and if not, then forwards to (I);

Wherein, for t ₀~ t ₁the average reservoir inflow of period;

Q _mfor t ₁the reservoir inflow in moment;

Δ v ₀₁for t ₀~ t ₁the storage capacity changing value of period;

Z ₁for t ₁the reservoir level in moment.

B, if floodometer detects that water level declines continuously, then calculate the peak flood flow of this flood into reservoir, and obtain the water-break section flood water yield according to the peak magnitude relation of Reservoir Flood, revise gate opening scheme progressively closed shutter, specifically comprise water-break section scheduling (as shown in Figure 2):

(I) by formula obtain gate to continue to reduce Δ Q from the letdown flow of bc period (known) _cf;

(II) by formula the letdown flow obtained after maintaining minimizing is lasted for t _fe, namely from t ₇moment is to t _eterminate;

(III) check (inspection) and make it meet:

$Q_{\mathrm{cf}}\&le;2\mathrm{\&Delta;}\stackrel{\&OverBar;}{Q^{\&prime;\&prime;}}+4\mathrm{\&Delta;}\stackrel{\&OverBar;}{Q}+4\stackrel{\&OverBar;}{Q}$

If above formula is set up, reservoir can store full, otherwise reservoir cannot fill the high water level stored to predetermined, and concrete calculation process as shown in Figure 3;

Wherein, Δ v is t ₆~ t ₇the storage capacity changing value of period;

Δ V is t ₆the storage capacity to be stored of period;

Δ Q _cffor t ₇the storage outflow decreasing value of period.

C, if floodometer does not detect that water level declines continuously, then forwards a to.

The plan water retention capacity of this programme about the big vast section that rises of flood starts to retain equably half, follows the tracks of afterwards under reservoir inflow carries out and lets out, again retain remaining general plan water retention capacity equably in water-break section.Therefore to be applicable to reservoir level lower for this programme, intends the situation that water retention capacity is larger.

The difference of stage-discharge method and water-level fluctuation method: stage-discharge method reservoir inflow is at any time the peak flood flow of local flood, calculates the always water yield of water-break section by this peak flood flow, rising, big vast section and water-break section respectively retain half storage capacity to be stored; And water-level fluctuation method is let out under only following the tracks of warehouse-in, until double water level decreasing, then this reservoir inflow is peak flood flow, calculates that water-break section carrys out the water yield accordingly, concentrates on water-break section and concentrates and retain storage capacity to be stored.

Claims (2)

1., based on the nothing forecast Dispatching Flood method of the step power station of stage-discharge, it is characterized in that, comprise the following steps:

S1, floodometer measures the initial water level of reservoir, and determines storage capacity to be stored according to the upper water level for flood control preset;

S2, lets out under completely sending out flow with unit, until retain half storage capacity to be stored;

S3, calculates current reservoir inflow, and calculates residue flood volume according to peak, magnitude relation;

S4, if residue flood volume is less than remain storage capacity to be stored, then maintains retaining operating mode, and forwards S3 to; If residue flood volume is greater than remain storage capacity to be stored, is then controlled by water-level fluctuation method, reservoir is filled and stores predetermined high water level; Described water-level fluctuation method comprises the following steps:

S10, floodometer is measured the initial water level of reservoir and is determined the undulating value that water level allows;

S20, the running scheme of adjustment gate makes it follow the tracks of real-time flood reservoir inflow, specifically comprises rising limb scheduling:

(I) flood is at t ₀moment rises and rises, t ₁moment observed stage, and record to obtain Z ₁;

(II) t is calculated ₀~ t ₁the Δ v of period ₀₁, $\stackrel{\&OverBar;}{Q}=\frac{\mathrm{\&Delta;}{v}_{01}}{t_1-t_0},Q_m=2\stackrel{\&OverBar;}{Q};$

(III) t ₁moment starting gate, open degree B is at Z ₁under condition, under let out 2Q _m;

(IV) maintain gatage, and record water level by Z ₁drop to the time t ' of minimum point ₁, then prolongation Δ t ' that gate is held time;

(V) t is observed ₂moment water level, and be recorded to Z ₂; By t ₂, t ' ₁the water-head that two moment were recorded to, obtains storage capacity value added

(VI) t ' is calculated ₁~ t ₂average flow within the prescribed time increment, namely

(VII) on the basis of former aperture, at t ₂moment increases gatage, makes it meet the following conditions:

A () reservoir level controls at Z ₂under water level condition;

B the flow let out under () is $2Q_m+4\mathrm{\&Delta;}\stackrel{\&OverBar;}{Q};$

(VIII), after increasing aperture from gate, observe and record water level decreasing to minimum point moment t ' ₂, and holding time of gate is extended Δ t "; Judge to regulate whether reach flood peak, that is: judge whether the water level of the double collection of floodometer is downward trend, if so, then terminates, and if not, then forwards to (I);

Wherein, for t ₀~ t ₁the average reservoir inflow of period;

Q _mfor t ₁the reservoir inflow in moment;

Δ v ₀₁for t ₀~ t ₁the storage capacity changing value of period;

Z ₁for t ₁the reservoir level in moment;

S30, if floodometer detects that water level declines continuously, then calculates the peak flood flow of this flood into reservoir, and obtains the water-break section flood water yield according to the peak magnitude relation of Reservoir Flood, revises gate opening scheme progressively closed shutter, specifically comprises the scheduling of water-break section:

(I) by formula obtain gate to continue to reduce Δ Q from the known letdown flow of bc period _cf;

(II) by formula the letdown flow obtained after maintaining minimizing is lasted for t _fe, namely from t ₇moment is to t _eterminate;

(III) check or check and make it meet:

$Q_{\mathrm{cf}}\&le;2\mathrm{\&Delta;}\stackrel{\&OverBar;}{Q^{\&prime;\&prime;}}+4\mathrm{\&Delta;}\stackrel{\&OverBar;}{Q}+4\stackrel{\&OverBar;}{Q}$

Wherein, Δ v is t ₆~ t ₇the storage capacity changing value of period;

Δ V is t ₆the storage capacity to be stored of period;

Δ Q _cffor t ₇the storage outflow decreasing value of period;

S40, if floodometer does not detect that water level declines continuously, then forwards S20 to.

2. the nothing forecast Dispatching Flood method of the step power station based on stage-discharge according to claim 1, it is characterized in that, namely the current reservoir inflow described in step S3 faced the peak flood flow of flood at that time.