CN104264630A - Method for controlling large-scale water delivery open channel gate based on superposition wave absorbing principle - Google Patents
Method for controlling large-scale water delivery open channel gate based on superposition wave absorbing principle Download PDFInfo
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- CN104264630A CN104264630A CN201410442034.6A CN201410442034A CN104264630A CN 104264630 A CN104264630 A CN 104264630A CN 201410442034 A CN201410442034 A CN 201410442034A CN 104264630 A CN104264630 A CN 104264630A
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- check gate
- bleeder
- flow
- time
- water
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B5/00—Artificial water canals, e.g. irrigation canals
- E02B5/08—Details, e.g. gates, screens
- E02B5/082—Closures
-
- G—PHYSICS
- G05—CONTROLLING; REGULATING
- G05D—SYSTEMS FOR CONTROLLING OR REGULATING NON-ELECTRIC VARIABLES
- G05D9/00—Level control, e.g. controlling quantity of material stored in vessel
- G05D9/12—Level control, e.g. controlling quantity of material stored in vessel characterised by the use of electric means
Abstract
The invention relates to a method for controlling a large-scale water delivery open channel gate based on the superposition wave absorbing principle. The method for controlling the large-scale water delivery open channel gate based on the superposition wave absorbing principle comprises the steps of calculating translation time of waves of translation, calculating the superposition time of positive waves of translation and negative waves of translation, determining the flow parameter of a water distributing opening, calculating the moment of adjustment of the opening degree of a regulator, calculating the adjustment value of the storage quantity of a channel, calculating the adjustment value of the flow of the regulator, calculating the actual opening degree of the regulator, executing the opening degree of the regulator, determining the back-adjusting time of the regulator, calculating the back-adjusting value of the flow of the regulator, calculating the back-adjusting plan of the opening degree of the regulator, and executing back-adjusting of the opening degree of the regulator. By the adoption of the method for controlling the large-scale water delivery open channel gate based on the superposition wave absorbing principle, the time and the water flow of water supply of the channel are matched with the time and the water flow of water use of the water distributing opening respectively, the water-level fluctuation at the position adjacent to the water distributing opening is obviously reduced, and therefore the possibility of the channel lining damage accident is reduced; in addition, the operation and management cost for monitoring, management and the like is reduced.
Description
Technical field
The present invention relates to a kind of large-scale water delivery open channel gate control method based on superposition wave absorption principle, being a kind of autocontrol method for hydraulic facility, is a kind of water flow automatic control method being applicable to large-scale open channel water delivery engineering.
Background technology
Open channel is the main water-carriage mode of agricultural irrigation and water diversion project.Water delivery open channel is separated into multiple canal sections of contacting mutually usually by check gate, lay bleeder in each canal section, in order to rural area along the line or urban water supply.When bleeder press water plan change point discharge time, the water level in channel and flow change thereupon, for ensureing the water balance of whole channel, needing the aperture regulating each check gate along the line, making water supply and bleeder water reach dynamic equilibrium in the water yield.
During open channel water delivery, maintain the relatively stable very important of bleeder place water level.Due to normally gravity bleeder, bleeder, the fluctuation of channel water level can affect the stable of bleeder flow, and the gage work of confluent brings difficulty.In addition, the Rapid Variable Design of bleeder place water level, also may cause structural safety accident.Namely once the hydrostatic pressure of channel bottom or side exceedes channel internal water pressure, canal lining will be caused to destroy.General provision, the drawdown rate of water level of concrete-lined canal is per hour is no more than 0.15 meter, and every 24 hours are no more than 0.3 meter.Rate of rise is per hour is no more than 0.15 meter, and for the water-filling stage, channel water level rising in every 24 hours should more than 0.45 meter.
In traditional water delivery scheduling, main by experience in the coordination on the operating time of check gate and distribution structure, the estimation of its operating interval, a kind of way estimates roughly by the flow velocity of current.But comparatively move velocity of wave difference doubly due to flow rate of water flow, the check gate operating time estimated by this obviously partially early, consequently after check gate unlatching, advanced wave arrives near bleeder soon, and now bleeder, still less than the opening time, causes neighbouring water level continuous rise.Under this situation, manager needs close supervision bleeder place water level, and management cost is high.Another kind of way estimates based on advanced wave velocity of wave.But because advanced wave speed is large, the time estimated is short, the opening and closing time of check gate is obviously partially late, when causing bleeder to be opened, upstream " moisturizing " just starts, but also completes far away, cause the bleeder place water level range of decrease comparatively large, also need close supervision, operation expense is also larger.
Summary of the invention
In order to overcome the problem of prior art, the present invention proposes a kind of large-scale water delivery open channel gate control method based on superposition wave absorption principle.Described control method utilizes the superposition of ripple to disappear mutually principle, by rationally determining check gate and distribution structure operating time interval, negative wave/positive wave that positive wave/negative wave that check gate On/Off is produced and bleeder On/Off produce meets at bleeder place, superpose, disappears mutually, thus effectively cuts down water-level fluctuation near bleeder.
The object of the present invention is achieved like this: a kind of large-scale water delivery open channel gate control method based on superposition wave absorption principle, the system that described method uses comprises: one is separated into the self-flow pattern water delivery open channel of series connection canal section by check gate, the bleeder of the gravity with distribution structure is provided with in each canal section, the check gate mechanism for opening/closing of the check gate of upstream, each bleeder is connected with respective control unit, each described control unit and respective water level before gates sensor, level sensor after lock, gatage sensor, distribution structure mechanism for opening/closing, bleeder flow transmitter connects, the step of described method is as follows:
Calculate the step of advanced wave traveling time: for according to the distance between canal section upstream check gate and bleeder, downstream, calculate advanced wave and move to time needed for bleeder by check gate
dT 1;
Calculate the step of positive and negative advanced wave superposition time: the advanced wave caused for calculating check gate superposes with the advanced wave that bleeder is caused the required time that disappears mutually
dT 2;
Determine the step of bleeder flow parameter: for based on bleeder water plan, determine the bleeder changes in flow rate moment
tDqand variable quantity
dq;
Calculate the step of check gate aperture time adjustment: the moment for using bleeder flow to change deducts the time that advanced wave moves to needed for bleeder by check gate and superposes with the advanced wave that advanced wave and bleeder are caused the required time that disappears mutually, calculates check gate aperture time adjustment
tG 1;
Calculate the step of the channel amount of storing adjusted value: for water body volume in channel before water body volume in channel after the changes in flow rate of bleeder is deducted bleeder changes in flow rate, calculate the channel amount of storing adjusted value
dV e;
Calculate the step of check gate flow adjusted value: the time for being moved to needed for bleeder by check gate divided by advanced wave by the channel amount of storing adjusted value superposes with the advanced wave that advanced wave and bleeder are caused the time sum disappearing required mutually, calculates check gate aperture time adjustment
tG 1check gate flow adjusted value
dQG 1;
Calculate the step of the actual aperture of check gate: for basis
tG 1the water level before gates in moment
y u _ TG 1, water level after lock
y d _ TG 1with check gate flow adjusted value
dQG 1calculate check gate
gactual aperture
gA_TG 1;
Perform the step of check gate aperture: for performing
tG 1the aperture of moment check gate
gA_TG 1;
Determine the step of check gate readjustment time: for passing through the bleeder changes in flow rate moment
tDqdetermine the check gate readjustment time
tG 2, the bleeder changes in flow rate moment
tDqequal the check gate readjustment time
tG 2;
Calculate the step of check gate flow readjustment value: for by bleeder changes in flow rate amount
dqdeduct check gate aperture time adjustment
tG 1check gate flow adjusted value
dQG 1, obtain
tG 2moment check gate flow readjustment value
dQG 2;
Calculate the step of check gate aperture readjustment plan: for basis
tG 2the water level before gates in moment
y u _ TG 2, water level after lock
y d _ TG 2with check gate flow adjusted value
dQG 2calculate check gate
gactual aperture
gA_ TG 2;
Perform the step of check gate aperture readjustment: for performing
tG 2the aperture of moment check gate
gA_ TG 2;
Terminate.
The present invention produce beneficial effect be: make canal water supply and bleeder water in time with the water yield on all match while, water-level fluctuation near remarkable reduction bleeder, thus reduce the occurrence probability of canal lining malicious event, reduce the operational management costs such as monitoring, maintenance simultaneously.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the invention will be further described.
Fig. 1 is the system schematic that method described in embodiments of the invention uses;
Fig. 2 is the check gate flow control schematic diagram of method described in embodiments of the invention;
Fig. 3 is the flow chart of method described in embodiments of the invention.
Detailed description of the invention
Embodiment:
The present embodiment is a kind of large-scale water delivery open channel gate control method based on superposition wave absorption principle.The general principle of described method to disappear mutually principle based on the superposition of ripple, by rationally determining check gate and distribution structure operating time interval, negative wave/positive wave that positive wave/negative wave that check gate On/Off is produced and bleeder On/Off produce meets at bleeder place, superpose, disappears mutually, thus effectively cuts down water-level fluctuation near bleeder.
The unlatching of check gate and distribution structure or closedown, be the principal element causing channel water level and flowed fluctuation, its work is propagated in order to the form of advanced wave.Mobile wave propagation velocity determines the time along journey each point water level and traffic-affecting, and when the leading peak of advanced wave arrives, each point water level and flow just start to change, more faster than the time of pressing mean flow rate prediction in canal.For Middle Line Project For Transferring Water From South To North trunk canal, current flow to Beijing from head works and need about 1 week, and advanced wave only needs about 2 days.Because mobile wave propagation velocity is only several metre per second (m/s), from the close-by examples to those far off in succession change along the water level of journey each point and flow, between upstream and downstream, there is obvious time lag.
There is the phenomenons such as superposition, decay and reflection in advanced wave moving process.When the superposition of ripple refers to there is a few train wave in medium simultaneously, every train wave can keep respective propagation law and not interfere with each other.In the overlapping region of ripple, the physical quantity of the vibration of each point equals the vector of the physical quantity that each train wave causes at this point.For ditch water flow, the unlatching of check gate can cause local water level to rise, formed in positive wave 3(Fig. 1 with the strip grid representative on the water surface after check gate G), the unlatching of bleeder can cause local water level decreasing, is formed in negative wave 4(Fig. 1 with the strip grid representative on the water surface before bleeder).Two ripples move respectively towards upstream and downstream, superposition are disappeared mutually when the two meets.Remaining ripple continues to propagate, and wave amplitude is decayed gradually, until disappear.
Point discharge that the unlatching of distribution structure or closedown produce, has broken the original balance of channel, by regulating the check gate of this distribution structure upstream, being supplied water in upstream and mating with bleeder aqueous phase, channel can be made again to restore balance.Reach new balance, need two coordinations.One is temporal coordination, namely consider that the flowing of water is slow, the check gate being in upstream need open and close prior to the distribution structure a period of time in downstream, and two is the coordinations in the water yield, be the dynamic equilibrium maintaining the channel water yield, the water yield of check gate regulation and control should divide the water yield walked in " compensation " bleeder just.The present embodiment notices these factors just, based on the principle of wave absorption balance, sets up the account form of a set of science, substitutes existing artificial micro-judgment, makes that whole water supply process is scientific, sequencing.Described method can work out the computer program into controlling check gate and distribution structure, is calculated and is added up, can realize controlling the water delivery of whole piece channel by all data of database to controlled channel.
The system that method described in the present embodiment uses comprises: one is represented with alphabetical G by check gate 10(Fig. 1) be separated into the self-flow pattern water delivery open channel of series connection canal section 8, the bleeder 7 with the gravity of distribution structure 5 is provided with in each canal section, the check gate mechanism for opening/closing of the check gate of upstream, each bleeder is connected with respective control unit, in each described control unit and respective water level before gates sensor 1(Fig. 1 with
y u represent the water level before gates data that lock front sensor detects), after lock in level sensor 9(Fig. 1 with
y d waterlevel data after representing the lock that sensor detects after lock), gatage sensor 2, distribution structure mechanism for opening/closing, bleeder flow 6 sensor connect.
The present embodiment is modal a kind of open channel utilizing flow by gravity, has been characterized in that whole piece channel is divided into multiple canal section by multiple distribution structure, and each check gate has oneself control unit and various sensor.Each control unit can be isolated operation, also can connect host computer, realizes the master control of whole piece channel.In canal section, some channels have at least one bleeder, use for local in order to separate a part of flow.
Each bleeder is provided with bleeder flow transmitter and bifurcation gate, on bifurcation gate or can with keying sensor, to a point discharge
q(see figure 1) carries out the control of feedback.
The general principle of the method described in the present embodiment is: consider that the distribution structure of bleeder is opened, the flow produced due to bleeder and cause negative wave, and the Time Calculation produced according to this negative wave adjusts the regulation time of this bleeder upper gate, check gate flow from
qG 1arrive
qG 2adjustment process in, utilize check gate adjust water level cause positive wave disappear mutually bleeder adjustment produce negative wave.
Check gate flow from
qG 1arrive
qG 2adjustment process in, as shown in Figure 2.Horizontal axis plots time in figure, vertical axes represents the flow of check gate.First calculate advanced wave and move to time needed for bleeder by check gate
dT 1, calculate positive and negative advanced wave near bleeder, superpose the required time that disappears mutually
dT 2, and according to the bleeder changes in flow rate moment
tDq, determine check gate aperture time adjustment
tG 1.Then calculate the canal section amount of storing adjusted value according to the flow meter of bleeder, and according to canal section water body volume and the dynamic equilibrium relation of turnover flow, determine
tG 1the check gate flow adjusted value in moment
dQG 1.Along with
tG 1moment check gate is opened, and positive wave starts propagates down stream, causes water level on the way and raises.Extremely
tG 2-
dT 2during the moment, positive wave front has arrived near bleeder, causes this place's water level and raises.Extremely
tG 2during the moment, the water level upward stroke that positive wave causes closely partly.Now bleeder turn-on flow rate according to plan
dq, form negative wave, just in time meet with the positive wave of check gate, and the water level decreasing stroke of negative wave initiation and the suitable of positive wave, the two lucky superposition disappears mutually, makes bleeder place water level be attributed to state relatively stably.For maintaining canal section dynamic of water balance relation,
tG 2moment check gate flow readjustment
dQG 2.
Described in the present embodiment, the concrete steps of method are as follows:
(1) calculate the step of advanced wave traveling time: for according to the distance between canal section upstream check gate and bleeder, downstream, calculate advanced wave and move to time needed for bleeder by check gate
dT 1.
Namely
dT 1=
l/ (
c 0+
v 0), wherein
lfor the distance (m) of bleeder distance canal section upstream extremity check gate,
v 0for flow velocity (m/s),
c 0for advanced wave velocity of wave (m/s),
c 0=(g
h)
1/2, g is acceleration of gravity, g=9.81m/s
2, H is channel mean depth (m).
(2) step of positive and negative advanced wave superposition time is calculated: the advanced wave caused for calculating check gate superposes with the advanced wave that bleeder is caused the required time that disappears mutually
dT 2.
Namely
dT 2=
w*
l/ (
c 0-
v 0), wherein
wfor the coefficient that disappears mutually,
w∈ (0,0.5), occurrence should be determined by emulation.
(3) step of bleeder flow parameter is determined: for based on bleeder water plan, determine the bleeder changes in flow rate moment
tDqand variable quantity
dq.Bleeder water plan mainly comes from local water requirement and water transfer plan, although be also the numerical value often converted, can treat in point water process as a constant.
(4) step of check gate aperture time adjustment is calculated: the moment for using bleeder flow to change deducts the time that advanced wave moves to needed for bleeder by check gate and superposes with the advanced wave that advanced wave and bleeder are caused the required time that disappears mutually, calculates check gate aperture time adjustment
tG 1.
tG 1=
tDq-
dT 1-
dT 2, in formula
tDqfor the bleeder changes in flow rate moment.
(5) step of the channel amount of storing adjusted value is calculated: for water body volume in channel before water body volume in channel after the changes in flow rate of bleeder is deducted bleeder changes in flow rate, calculate the channel amount of storing adjusted value
dV e.
dV e=
v e1-
v e0, wherein
v e1for water body volume in channel after the changes in flow rate of bleeder,
v e0for water body volume in channel before the changes in flow rate of bleeder, canal capacity-volume relationship table that the value of the two can be reserved according to rate is tabled look-up and is obtained, and also by open-channel constant non-uniform flow water surface ratio, and is obtained along channel direction integration by the cross-section of river.Canal capacity-volume relationship database can be used in actual program, realize the rapid computations of water body volume in channel before and after the changes in flow rate of bleeder.
(6) step of check gate flow adjusted value is calculated: the time for being moved to needed for bleeder by check gate divided by advanced wave by the channel amount of storing adjusted value superposes with the advanced wave that advanced wave and bleeder are caused the time sum disappearing required mutually, calculates check gate aperture time adjustment
tG 1check gate flow adjusted value
dQG 1, that is:
dQG 1=
dV e/ (
dT 1+
dT 2).
(7) step of the actual aperture of check gate is calculated: for calculating check gate aperture time adjustment
tG 1the actual aperture of check gate.According to
tG 1the water level before gates in moment
y u _ TG 1, water level after lock
y d _ TG 1with check gate flow adjusted value
dQG 1calculate check gate
gactual aperture
gA_TG 1.
(8) step of check gate aperture is performed: for performing
tG 1the aperture of moment check gate
gA_TG 1, increase the inflow of this canal section.
(9) step of check gate readjustment time is determined: for passing through the bleeder changes in flow rate moment
tDqdetermine the check gate readjustment time
tG 2, the bleeder changes in flow rate moment
tDqequal the check gate readjustment time
tG 2, that is: make
tG 2=
tDq.
(10) step of check gate flow readjustment value is calculated: for by bleeder changes in flow rate amount
dqdeduct check gate aperture time adjustment
tG 1check gate flow adjusted value
dQG 1, obtain
tG 2moment check gate flow readjustment value
dQG 2, that is:
dQG 2=
dq-
dQG 1.
(11) step of check gate aperture readjustment plan is calculated: for calculating
tG 2the check gate actual readjustment aperture plan in moment.According to
tG 2the water level before gates in moment
y u _ TG 2, water level after lock
y d _ TG 2with check gate flow adjusted value
dQG 2calculate check gate
gactual aperture
gA_TG 2.
(12) step of check gate aperture readjustment is performed: for performing
tG 2the aperture of moment check gate
gA_ TG 2.Further adjustment output.
(13) terminate.
The present embodiment can as the decision-making process of bleeder water supply plan, the control program that also can adjust as actual aperture, when as working control program, then needs water level before lock, after lock, and the current aperture of check gate detects, and these data are used to adjust check gate.If as bleeder planning decision-making program, only need calculate the flow adjusted value of check gate, in working control, only need increase the concrete data of canal section, namely can carry out working control.
Finally it should be noted that, below only in order to technical scheme of the present invention to be described and unrestricted, although with reference to preferred arrangement scheme to invention has been detailed description, those of ordinary skill in the art is to be understood that, can modify to technical scheme of the present invention (connected mode of such as system, the tandem etc. of step) or equivalent replacement, and not depart from the spirit and scope of technical solution of the present invention.
Claims (1)
1. the large-scale water delivery open channel gate control method based on superposition wave absorption principle, the system that described method uses comprises: one is separated into the self-flow pattern water delivery open channel of series connection canal section by check gate, the bleeder of the gravity with distribution structure is provided with in each canal section, the check gate mechanism for opening/closing of the check gate of upstream, each bleeder is connected with respective control unit, each described control unit and respective water level before gates sensor, level sensor after lock, gatage sensor, distribution structure mechanism for opening/closing, bleeder flow transmitter connects, it is characterized in that, the step of described method is as follows:
Calculate the step of advanced wave traveling time: for according to the distance between canal section upstream check gate and bleeder, downstream, calculate advanced wave and move to time needed for bleeder by check gate
dT 1;
Calculate the step of positive and negative advanced wave superposition time: the advanced wave caused for calculating check gate superposes with the advanced wave that bleeder is caused the required time that disappears mutually
dT 2;
Determine the step of bleeder flow parameter: for based on bleeder water plan, determine the bleeder changes in flow rate moment
tDqand variable quantity
dq;
Calculate the step of check gate aperture time adjustment: the moment for using bleeder flow to change deducts the time that advanced wave moves to needed for bleeder by check gate and superposes with the advanced wave that advanced wave and bleeder are caused the required time that disappears mutually, calculates check gate aperture time adjustment
tG 1;
Calculate the step of the channel amount of storing adjusted value: for water body volume in channel before water body volume in channel after the changes in flow rate of bleeder is deducted bleeder changes in flow rate, calculate the channel amount of storing adjusted value
dV e;
Calculate the step of check gate flow adjusted value: the time for being moved to needed for bleeder by check gate divided by advanced wave by the channel amount of storing adjusted value superposes with the advanced wave that advanced wave and bleeder are caused the time sum disappearing required mutually, calculates check gate aperture time adjustment
tG 1check gate flow adjusted value
dQG 1;
Calculate the step of the actual aperture of check gate: for basis
tG 1the water level before gates in moment
y u _ TG 1, water level after lock
y d _ TG 1with check gate flow adjusted value
dQG 1calculate check gate
gactual aperture
gA_TG 1;
Perform the step of check gate aperture: for performing
tG 1the aperture of moment check gate
gA_TG 1;
Determine the step of check gate readjustment time: for passing through the bleeder changes in flow rate moment
tDqdetermine the check gate readjustment time
tG 2, the bleeder changes in flow rate moment
tDqequal the check gate readjustment time
tG 2;
Calculate the step of check gate flow readjustment value: for by bleeder changes in flow rate amount
dqdeduct check gate aperture time adjustment
tG 1check gate flow adjusted value
dQG 1, obtain
tG 2moment check gate flow readjustment value
dQG 2;
Calculate the step of check gate aperture readjustment plan: for basis
tG 2the water level before gates in moment
y u _ TG 2, water level after lock
y d _ TG 2with check gate flow adjusted value
dQG 2calculate check gate
gactual aperture
gA_TG 2;
Perform the step of check gate aperture readjustment: for performing
tG 2the aperture of moment check gate
gA_TG 2;
Terminate.
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| CN106647289A (en) * | 2017-03-06 | 2017-05-10 | 武汉大学 | Feedforward control method for opening and closing time of open channel water dispatching gate |
| CN108385599A (en) * | 2018-04-08 | 2018-08-10 | 武汉大学 | It is a kind of to couple water-head as the water delivery open channel canal system method of operation of controlled volume |
| CN110158545A (en) * | 2019-06-19 | 2019-08-23 | 唐山现代工控技术有限公司 | A method of guaranteeing that channel divides water |
| CN115423346A (en) * | 2022-09-20 | 2022-12-02 | 中国水利水电科学研究院 | Real-time measuring and calculating method for flood season adjustable capacity of open channel water transfer project series gate group |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106647289A (en) * | 2017-03-06 | 2017-05-10 | 武汉大学 | Feedforward control method for opening and closing time of open channel water dispatching gate |
| CN106647289B (en) * | 2017-03-06 | 2019-09-10 | 武汉大学 | The feed forward control method of gate delay opening and closing time is dispatched in open channel water delivery |
| CN108385599A (en) * | 2018-04-08 | 2018-08-10 | 武汉大学 | It is a kind of to couple water-head as the water delivery open channel canal system method of operation of controlled volume |
| CN108385599B (en) * | 2018-04-08 | 2020-02-11 | 武汉大学 | Open canal system operation method for water delivery with coupling water level difference as controlled quantity |
| CN110158545A (en) * | 2019-06-19 | 2019-08-23 | 唐山现代工控技术有限公司 | A method of guaranteeing that channel divides water |
| CN115423346A (en) * | 2022-09-20 | 2022-12-02 | 中国水利水电科学研究院 | Real-time measuring and calculating method for flood season adjustable capacity of open channel water transfer project series gate group |
| CN115423346B (en) * | 2022-09-20 | 2023-04-07 | 中国水利水电科学研究院 | Real-time measuring and calculating method for flood season adjustable capacity of open channel water transfer project series gate group |
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Application publication date: 20150107 |