CN107090809B - A kind of low water head Downstream of Sluice stilling pond method of construction - Google Patents
A kind of low water head Downstream of Sluice stilling pond method of construction Download PDFInfo
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- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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Abstract
The invention discloses a kind of low water head Downstream of Sluice stilling pond method of construction, lets out according to water gate standard-sized sheet is spacious or when sluice upstream is normal pool level, distinguish different situations and Downstream of Sluice stilling pond length is calculated.The method of the present invention is let out or sluice upstream is that the different situations of normal pool level calculate Downstream of Sluice stilling pond length according to water gate standard-sized sheet is spacious, avoid causes the length calculated obviously bigger than normal only according to the stilling pond of sluice maximum flood discharge flow rate calculation in the prior art, to avoid the waste that project amount increases and invests.The present invention can be widely applied to hydraulic engineering field as a kind of low water head Downstream of Sluice stilling pond method of construction.
Description
Technical field
The present invention relates to hydraulic engineering field, especially a kind of low water head Downstream of Sluice stilling pond method of construction.
Background technique
In general, the barrage water gate engineering built on river, thereon, downstream water potential difference it is typically small, i.e., head is lower.It is low
The characteristics of head sluice is run is big for flood discharge flow, water-head is smaller, and flood-discharge energy-dissipating mostly uses energy dissipation by hydraulic jump mode.By " water
Lock design specification " (SL265) related stilling pond calculation formula analysis, stilling pond length LsjWith stilling pond water depth after jump h2With disappear
Power pond import necked-down section depth of water h1Difference (the h of (depth of water before jumping)2-h1) increase and increase, and stilling pond import necked-down section
Depth of water h1, water depth after jump h2And its difference (h2-h1) etc. with sluice flood discharge flow increase and increase, therefore, stilling pond length
Increase with sluice flood discharge flow and increase, can usually be determined by sluice maximum flood discharge flow, as shown in Figure 1.
For plains region river or the lesser sluice of the upper and lower water-head of lock, in sluice maximum flood discharge flow aerial drainage condition
Under, thereon, downstream water potential difference it is smaller (as " water sluice project " (SL265) provide, under normal circumstances, the mistake of region of no relief sluice
0.1~0.3m can be used in water seal potential difference), water seal stream is in wavy channel flow fluidised form more out, and lock downstream stilling pond is generated without hydraulic jump.
At this point, can be obvious bigger than normal by the stilling pond length of sluice maximum flood discharge flow rate calculation according to existing design method, cause project amount
The waste for increasing and investing.
The hydraulics of Downstream of Sluice stilling pond operation and fluidised form etc. are more complex, and the regulation operation of sluice aerial drainage can be divided into two kinds
Mode: first is that under the conditions of sluice upstream is normal pool level, holding sluice upstream water level is normal pool level, water gate office
Portion is opened, operation is let out in control, this method of operation sluice upstream and downstream water-head is relatively large, as shown in Figure 2；Second is that working as upstream flood
Come flow it is larger when, can not if still keeping sluice upstream is that normal pool level, water gate locally open the method for operation let out of control
Meet the requirement of sluice flood discharge, therefore, water gate need to be all turned on unlimited flood discharge, to ensure the safe operation of engineering, this fortune
Line mode sluice upstream and downstream water-head is relatively small, as shown in Figure 1.
In general, under conditions of given sluice aerial drainage hydraulic parameters, according to the actual conditions of engineering, can first calculate and really
Pond end end sill crest level, the pond depth etc. for determining Downstream of Sluice stilling pond, then calculate and determine again the length of stilling pond.Currently,
The method of calculating and the determination of Downstream of Sluice stilling pond pond end end sill crest level, pond depth etc. is relatively mature, can refer to phase
The document of pass, but without being directed to the rational research achievement of stilling pond length, therefore be difficult to avoid that in practical building course more
The waste of remaining project amount and investment.
Summary of the invention
In order to solve the above-mentioned technical problem, the object of the present invention is to provide a kind of guarantee security performance, reduce project amount
Low water head Downstream of Sluice stilling pond method of construction.
The technical scheme adopted by the invention is that: a kind of low water head Downstream of Sluice stilling pond method of construction, includes following
Step:
A, it calculates sluice wash with watercolours and lets out the spacious lock chamber weir crest upstream head H let out of maximum flood discharge, gate standard-sized sheet and with lock chamber weir
Jack up the downstream water depth h calculateds；
If B, water gate standard-sized sheet it is spacious let out, the h of maximum flood discharge flowsWhen/H >=0.8, using the calculation method meter of step D
Calculate Downstream of Sluice stilling pond length；
If C, water gate standard-sized sheet it is spacious let out, the h of maximum flood discharge flowsWhen/H < 0.8, according to existing design proper calculation water
Lock downstream stilling pond length；
D, it under the conditions of sluice upstream is normal pool level, is calculated under sluice according to the aperture e at different levels that water gate control is let out
Stilling pond length is swum, and with the downstream stilling pond length maximum value of calculating, is chosen for Downstream of Sluice stilling pond length；
E, Downstream of Sluice stilling pond is built according to the above-mentioned Downstream of Sluice stilling pond length being calculated.
Further, the corresponding Downstream of Sluice river water level of aperture e at different levels that the water gate control in the step D is let out is low
Downstream of Sluice river water level after level-one gatage aerial drainage is stable.
Further, the hydraulic jump length correction factor beta in the step D calculating process takes 1.0.
The beneficial effects of the present invention are: the method for the present invention is let out or sluice upstream is normal water storage according to water gate standard-sized sheet is spacious
The different situations of position calculate Downstream of Sluice stilling pond length, avoid in the prior art only according to sluice maximum flood discharge stream
The stilling pond that amount calculates causes the length calculated obviously bigger than normal, to avoid the waste that project amount increases and invests；Meanwhile
Using the selection to safety coefficient in calculating process, guarantee the safe operation for the Downstream of Sluice stilling pond built.
Detailed description of the invention
Fig. 1 is water gate standard-sized sheet aerial drainage downstream stilling pond figure and hydraulic parameters schematic diagram；
Fig. 2 be normal pool level under the conditions of, gate locally open control let out downstream stilling pond figure and hydraulic parameters schematic diagram；
Fig. 3 is the method for the present invention flow chart of steps；
Downstream stilling pond fluidised form and velocity flow profile signal when Fig. 4 is water gate standard-sized sheet operation in the specific embodiment of the invention
Figure；
Fig. 5 is downstream stilling pond fluidised form and flow velocity point when gate is locally opened, operation is let out in control in the specific embodiment of the invention
Cloth schematic diagram.
Specific embodiment
Specific embodiments of the present invention will be further explained with reference to the accompanying drawing:
Referring to Figures 1 and 2, illustrate regulating dam downstream stilling pond figure and each parameter of waterpower:
According to " water sluice project " (SL 265) etc., the water that following equation calculates regulating dam downstream stilling pond is generallyd use
Force parameter and shape parameter:
Stilling pond import necked-down section depth of water h1
Water depth after jump h2
Pond depth d d=σ0h2-ht-ΔZ (3)
The long L in pondsj Lsj=Ls+βLj (5)
Lj=6.9 (h2-h1) (6)
In formula, q is regulating dam aerial drainage discharge per unit width；E0For the gross head calculated on the basis of force reduction pool bottom；φ is stream
Fast coefficient；G is acceleration of gravity；α is water flow dynamic energy correction coefficient, can be used 1.0~1.05；b1For stilling pond head end width；b2
For stilling pond terminal end width；σ0Coefficient is flooded for hydraulic jump, can be used 1.05~1.1；htFor the stilling pond underwater bed depth of water；Δ Z is
Stilling pond end outlet Fall head of water surface；ω is stilling pond outlet section efflux coefficient, can use 0.95；LsjFor stilling pond length；LsFor
Stilling pond slope section floor projection length；LjFor hydraulic jump length；β is hydraulic jump length correction coefficient, usually takes 0.7~0.8.
According to above-mentioned formula (1)~(6), in engineering design, in known regulating dam aerial drainage discharge per unit width q, lock upper water
Position Z, lock level of tail water ZtWith hydraulic parameters and the stilling pond horizontal segment bottom of pond plate crest level, pond end end sill such as flow q relationship
Under conditions of crest level determines, so that it may calculate force reduction pool bottom gross head E0, stilling pond hydraulic jump parameter, wherein stilling pond
Hydraulic jump parameter include stilling pond import necked-down section depth of water h1, water depth after jump h2And hydraulic jump length LjDeng so as to further
Calculate stilling pond length Lsj.Stilling pond length LsjWith stilling pond water depth after jump h2With the preceding depth of water h that jumps1Difference (h2-h1) increase
And increase, and depth of water h before jumping1, water depth after jump h2And its difference (h2-h1) etc. with sluice vent flow increase and increase, because
This, stilling pond length increases with sluice flood discharge flow and is increased, and can usually be determined by sluice maximum flood discharge flow.
For plains region river or the lesser sluice of the upper and lower water-head of lock, in sluice maximum flood discharge flow aerial drainage,
Upstream and downstream water-head is smaller, and such as under normal circumstances, 0.1~0.3m can be used in the lockage water-head of region of no relief sluice, water seal out
Stream is in wavy channel flow fluidised form more, and lock downstream stilling pond is generated without hydraulic jump.At this point, disappearing by sluice maximum flood discharge flow rate calculation
Power pond length can be obvious bigger than normal, causes project amount increase and investment waste.
In general, there are two types of modes for sluice aerial drainage regulation operation: first is that under the conditions of sluice upstream is normal pool level, keeping
Sluice upstream is normal pool level, and water gate is locally opened, operation is let out in control, this method of operation sluice upstream and downstream water-head phase
To larger；Second is that when to carry out flow larger for upstream flood, if still keeping sluice upstream is that normal pool level, water gate are locally opened
When operation, then it is unable to satisfy the requirement of flood discharge, therefore, water gate need to be all turned on to open and let out, to ensure the safe operation of engineering,
The sluice upstream and downstream water-head of this method of operation is relatively small.The Downstream of Sluice flow regime of impeller outflow of both methods of operation is that have difference
Different.
Therefore referring to Fig. 3, a kind of low water head Downstream of Sluice stilling pond method of construction of the present invention, includes following steps:
A, it calculates sluice wash with watercolours and lets out the spacious lock chamber weir crest upstream head H let out of maximum flood discharge, gate standard-sized sheet and with lock chamber weir
Jack up the downstream water depth h calculateds；H is sluice upstream water level Z and sluice lock chamber elevation of weir crest Z0Difference, hsFor Downstream of Sluice water level Zt
With sluice lock chamber elevation of weir crest Z0Difference；
If B, water gate standard-sized sheet it is spacious let out, the h of maximum flood discharge flowsWhen/H >=0.8, water seal stream is that critical submerged goes out to flow out
Or stream mode out is flooded, Downstream of Sluice hydraulic jump length is shorter or is no hydraulic jump state；It is calculated at this time using the calculation method of step D
Downstream of Sluice stilling pond length；
If C, water gate standard-sized sheet it is spacious let out, the h of maximum flood discharge flowsWhen/H < 0.8, according to existing design proper calculation water
Lock downstream stilling pond length is calculated according to above-mentioned formula (1)~(6)；
D, it under the conditions of sluice upstream is normal pool level, is calculated under sluice according to the aperture e at different levels that water gate control is let out
Stilling pond length is swum, and with the downstream stilling pond length maximum value of calculating, is chosen for Downstream of Sluice stilling pond length.
The lock hole on the flat weir in hydraulics goes out to flow and weir flow differentiates boundary are as follows:
E/H≤0.65 goes out to flow for lock hole；
E/H > 0.65 is weir flow, i.e. gate does not work to stream out, is equivalent to the operation of gate standard-sized sheet.
In formula, e is gatage；H is lock chamber weir crest upstream head.
Therefore, under the conditions of upstream is normal pool level, the maximum gatage e let out is controlledmRelative to the condition of e/H≤0.65
Under maximum gatage；The maximum gatage e that downstream stilling pond length maximum value is usually let out by controlmTo determine.
The circular of stilling pond length are as follows: according to the aperture e at different levels of gate1~em, according to related hydraulics meter
Formula is calculated, the aerial drainage discharge per unit width q of aperture e at different levels is calculated, and with elevation is Z1Force reduction pool bottom normally stored to upstream
The gross head E of water level Z0Etc. data, it is then long according to the corresponding Downstream of Sluice stilling pond of existing design proper calculation aperture e at different levels
Degree, i.e., calculated according to above-mentioned formula (1)~(6), to avoid gate maximum opening emChoosing method difference and difference band
The error for the calculating downstream stilling pond length maximum value come.
Under the conditions of normal pool level, the lock hole aerial drainage discharge per unit width q calculation formula of above-mentioned aperture e at different levels are as follows:
In formula, q is lock hole aerial drainage discharge per unit width, m3/(s·m)；
μ is lock hole free discharge discharge coefficient, by the form of lock chamber bottom sill, gate type and gate relative opening degree e/H etc.
Factor determines；
σsCoefficient is flooded for what lock hole was flowed out, by gate relative opening degree e/H, opposite water-head
(Z-ZtThe factors such as)/H determine；As shown in Fig. 2, Z is upstream water level, ZtFor the level of tail water；
E is gatage；
G is acceleration of gravity；
H0=H+V0 2/ 2g is lock chamber weir crest gross head, V0For lock chamber upstream mean flow rate.
E, Downstream of Sluice stilling pond is built according to the above-mentioned Downstream of Sluice stilling pond length being calculated.
Referring to Fig. 4, as specific embodiments of the present invention, kaolinite regulating dam reconstruction engineering Downstream of Sluice stilling pond recommendation side
Case leads maximum flood discharge flow off --- check flood flow (P=0.5%, lock hole aerial drainage discharge per unit width q=23.99m3/(s·
M)), different lock downstream river course water level Zt
Hydraulic model test fluidised form and velocity profile, hydraulic parameters see the table below 1.
1 kaolinite sluice of table and stilling pond hydraulic parameters *
* note: H is sluice upstream water level Z and sluice lock chamber elevation of weir crest Z in table0Difference, htFor Downstream of Sluice water level Zt
With stilling pond end end sill crest level Z2Difference, d is depth of force reducing pool, hsFor Downstream of Sluice water level ZtIt is high with sluice lock chamber weir crest
Journey Z0Difference.
Referring to table 1 and Fig. 4 it can be gathered that following tests result:
First, as lock downstream river course water level ZtIt is lower, Zt=5.0~6.0m；Downstream water depth (ht+ d) < h2When, water seal out
Stream hits stilling pond end end sill in torrent, and rapidly gushing Gao Houzai, to fall hydraulic jump in downstream apron or stilling pond extremely unstable,
Fluctuation acutely, is shown in Table 1 and Fig. 4 (a)~(b).
Second, as the lock level of tail water is gradually increasing, Zt=7.0~8.0m；As downstream water depth (ht+ d) > 0.9h2And
hs(water seal stream is free discharge out, and H is the upstream head in lock chamber weir face, h when/H < 0.8sThe downstream water counted for lock chamber weir face
Deeply), stable hydraulic jump is gradually formed in stilling pond, pool inner water jumps length with hs/ H increase and reduces, i.e., in pond jump tail section with
hs/ H increases up downstream, is shown in Table 1 and Fig. 4 (c)~(d).
Third, as lock downstream relative water depth hs/ H=0.8, Zt=8.5m；Water seal stream is what free discharge and flooding flowed out out
Critical state, jump tail section is located at about pile No. 0+053 section in pond.With ZtValue continues growing, and pool inner water jump length shortens, and jumps
Tail section up downstream, is shown in Table 1 and Fig. 4 (e).
4th, when the lock level of tail water rises to Zt=9.0~10.0m, hs/ H=0.87~0.98；In stilling pond substantially without
Hydraulic jump, in wavy channel flow fluidised form；It is influenced by the flat weir of sluice lock chamber, part occurs in stilling pond Upstream section bottom downstream
Recirculating zone, mainstream are shown in Table 1 and Fig. 4 (f)~(g) on the top of stilling pond water flow.
Therefore, kaolinite sluice (i.e. P=0.5%, q=23.99m under check flood frequency flow service condition of releasing3/
(s·m)、Zt=14.16m), sluice upstream and downstream water-head △ Z < 0.1m, water seal stream is generated without hydraulic jump out, and lock downstream is in wavy
Channel flow.
As shown in figure 5, being normal pool level Z=8.2m, gate maximum opening e in sluice upstreammThe aerial drainage of=0.75m is transported
Under row operating condition, stilling pond Hydraulic Jump tail section pile No. about 0+058 releases check flood frequency flow P=0.5%, lock than sluice
Level of tail water Zt=8.5m (hs/ H=0.8) corresponding hydraulic jump length will grow, see Fig. 4 (e).
It is further used as preferred embodiment, in order to ensure the safe operation of Downstream of Sluice stilling pond, in the step D
Water gate control let out the corresponding Downstream of Sluice river water level Z of aperture e at different levelstAfter stablizing for low level-one gatage aerial drainage
Downstream of Sluice river water level；Such as kaolinite sluice, under the normal pool level service condition of sluice upstream, water gate control is let out every
The increased aperture of level-one gate is set as △ e=0.25m, then first order aperture e1=0.25m runs corresponding lock downstream river course
Water level ZtFor downstream river course initial water level (i.e. the corresponding level of tail water of sluice vent flow q=0), second level aperture e1=0.5m fortune
The corresponding lock downstream river course water level Z of rowtFor first order aperture e1Downstream river course water level after=0.25m aerial drainage is stable, gate control are let out
Maximum opening emIt is the downstream river after gatage e=0.5m aerial drainage is stablized that=0.75m, which runs corresponding lock downstream river course water level,
Road water level.
Meanwhile in order to ensure the safe operation of engineering, it is further used as preferred embodiment, the step D was calculated
Hydraulic jump length correction factor beta in journey take 1.0, rather than generally use 0.7~0.8.
It is to be illustrated to preferable implementation of the invention, but the invention is not limited to the implementation above
Example, those skilled in the art can also make various equivalents on the premise of without prejudice to spirit of the invention or replace
It changes, these equivalent deformations or replacement are all included in the scope defined by the claims of the present application.
Claims (3)
1. a kind of low water head Downstream of Sluice stilling pond method of construction, which is characterized in that include following steps:
A, sluice wash with watercolours is calculated to let out the spacious lock chamber weir crest upstream head H let out of maximum flood discharge, gate standard-sized sheet and rise with lock chamber weir crest
The downstream water depth h of calculations；
If B, water gate standard-sized sheet it is spacious let out, the h of maximum flood discharge flowsWhen/H >=0.8, sluice is calculated using the calculation method of step D
Downstream stilling pond length；
If C, water gate standard-sized sheet it is spacious let out, the h of maximum flood discharge flowsWhen/H < 0.8, according under existing design proper calculation sluice
Swim stilling pond length；
D, under the conditions of sluice upstream is normal pool level, the aperture e at different levels let out according to water gate control calculate Downstream of Sluice and disappear
Power pond length, and with the downstream stilling pond length maximum value of calculating, it is chosen for Downstream of Sluice stilling pond length；
E, Downstream of Sluice stilling pond is built according to the above-mentioned Downstream of Sluice stilling pond length being calculated；
In step D, the circular of stilling pond length are as follows: according to the aperture e at different levels of gate1~em, calculate apertures at different levels
The aerial drainage discharge per unit width q of e, and with elevation be Z1Force reduction pool bottom to upstream normal pool level Z gross head E0Data；
Then according to the corresponding Downstream of Sluice stilling pond length of existing design proper calculation aperture e at different levels；Under the conditions of normal pool level, on
State the lock hole aerial drainage discharge per unit width q calculation formula of aperture e at different levels are as follows:
In formula, q is lock hole aerial drainage discharge per unit width；
μ is lock hole free discharge discharge coefficient, is determined by the form of lock chamber bottom sill, gate type and gate relative opening degree e/H；
σsCoefficient is flooded for what lock hole was flowed out, by gate relative opening degree e/H, opposite water-head (Z-Zt)/H is determined；Z is upper water
Position, ZtFor the level of tail water；
E is gatage；
G is acceleration of gravity；
H0=H+V0 2/ 2g is lock chamber weir crest gross head, V0For lock chamber upstream mean flow rate.
2. a kind of low water head Downstream of Sluice stilling pond method of construction according to claim 1, it is characterised in that: the step
The corresponding Downstream of Sluice river water level of aperture e at different levels that water gate control in D is let out is that low level-one gatage aerial drainage stablizes it
Downstream of Sluice river water level afterwards.
3. a kind of low water head Downstream of Sluice stilling pond method of construction according to claim 2, it is characterised in that: the step
Hydraulic jump length correction factor beta in D calculating process takes 1.0.
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| CN109853489A (en) * | 2018-11-15 | 2019-06-07 | 水利部交通运输部国家能源局南京水利科学研究院 | A kind of design method of secondary stilling basin end sill height |
| CN110042808B (en) * | 2019-05-15 | 2023-12-05 | 江西省水利科学研究院 | Water pipeline installed on reservoir inclined-pull culvert |
| CN111931276B (en) * | 2020-07-27 | 2022-09-30 | 四川农业大学 | Method for rapidly optimizing body type of threshold-falling stilling pool |
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| WO2003046292A1 (en) * | 2001-11-27 | 2003-06-05 | Dusan Ciuha | Spilway with improved dissipation efficiency |
| CN101408022A (en) * | 2008-11-05 | 2009-04-15 | 福建省水利水电勘测设计研究院 | Water gate dipper type shunting energy dissipating rushing-proof technology |
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