CN1880584A - Oblique weir device on the river - Google Patents
Oblique weir device on the river Download PDFInfo
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- CN1880584A CN1880584A CNA2006100099385A CN200610009938A CN1880584A CN 1880584 A CN1880584 A CN 1880584A CN A2006100099385 A CNA2006100099385 A CN A2006100099385A CN 200610009938 A CN200610009938 A CN 200610009938A CN 1880584 A CN1880584 A CN 1880584A
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- weir
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- slope
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/30—Flood prevention; Flood or storm water management, e.g. using flood barriers
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Abstract
The invention relates to an incline river dam, which is characterized in that: it comprises a discharge gate (1), a divert wall (2), an incline dam (3), a slope line (4), a slope protective line (5), a bank top line (6), a wing wall (7), a slope protective line (8), and straight section (9); the wing wall (7) is connected above the discharge gate (1), while the divert wall (2) is connected under; the horizontal direction of divert wall (2) has theta angle with the incline dam (3); the incline dam (3) is connected to the slope line (4) via the straight section (9); the bank top line (6) and the slope line (4) are connected via slope protective line (8), while the theta angle is between 30 and 60 degrees. The invention has simple structure and low cost, which can improve the discharge the overflow dam and reduce the width of discharge gate.
Description
Technical field: the present invention relates to the gate dam device in river, be specially the oblique weir device on a kind of river.
Background technology: adopt more traditional gate dam convolution barrage head-work design scheme that three unsatisfactory parts are arranged at present: the one, barrage has been tackled the cross-section of river in riverbed, river is stopped up resistance, significantly change the natural fluidised form in river course, not only destroyed near the stability in the river course, upstream and downstream of building, and because current are stopped up resistance, the local drop that forms, near also can threatening beach safe, increased and cut the danger that changes its course in the beach; The 2nd, when sand washing sluice gate standard-sized sheet, the lockage discharge per unit width substantially exceeded the discharge per unit width on dam, caused the river course overcurrent seriously unbalance, and that has destroyed natural river course dashes the silt equilibrium state; The 3rd, alluvial unavoidably can increase equally and choke water before the dam, influences beach strand safety.Also brought trouble for the engineering management maintenance.
Summary of the invention: the object of the present invention is to provide a kind of simple in structure, with low cost, safe and reliable, easy to use, keeping under lock, the dam prerequisite lower in conjunction with the head-work cost, increase the discharge of overfall dam, reduce the sluice width, balance river cross-section current alleviate the oblique weir device on the river that the natural situation in river course is changed.The object of the present invention is achieved like this: it comprises sluice gate (1), splitter wall (2), oblique weir (3), slope line (4), bank protection line (5), levee crown line (6), aileron (7), bank protection line (8), straightway (9).Be connected with aileron (7) in sluice gate (1) top, there is splitter wall (2) below, between splitter wall (2) horizontal direction and the oblique weir (3) the θ angle is arranged.There is straightway (9) to be connected between oblique weir (3) and the slope line (4), has bank protection line (8) to be connected between levee crown line (6) and the slope line (4).The θ angle is 30 °--60 °.Advantage of the present invention is: simple in structure, with low cost, safe and reliable, easy to use, the discharge of increase overfall dam reduces the sluice width, and balance river cross-section current alleviate the natural situation change in river course.Description of drawings: Fig. 1 is a structural principle schematic diagram of the present invention; Fig. 2 is the constructing structure principle schematic of the actual construction of the present invention.The A-water (flow) direction.
The specific embodiment: it comprises sluice gate (1), splitter wall (2), oblique weir (3), slope line (4), bank protection line (5), levee crown line (6), aileron (7), bank protection line (8), straightway (9).Be connected with aileron (7) in sluice gate (1) top, there is splitter wall (2) below, between splitter wall (2) horizontal direction and the oblique weir (3) the θ angle is arranged.There is straightway (9) to be connected between oblique weir (3) and the slope line (4), has bank protection line (8) to be connected between levee crown line (6) and the slope line (4).The θ angle is 30 °--60 °.Splitter wall, oblique weir, slope line, bank protection line, levee crown line, aileron, bank protection line, straightway all are to be manufactured by reinforced concrete.The effect of oblique weir is: 1, the discharge capacity maximum on ° weir, oblique weir θ=30, ° weir, oblique weir θ=45 second, herringbone weir the 3rd, the discharge capacity of vertical weir is minimum, and (vent flow with vertical weir is a benchmark, under the situation of prototype weir head 2.5m, the vent flow of anodontia bank oblique weir θ=30 ° increases 61.7% than vertical weir, the vent flow of anodontia bank oblique weir θ=45 ° increases 22.2% than vertical weir, the discharge that the herringbone weir is 60 ° increases 45.1% than vertical weir, and the vent flow that the herringbone weir is 90 ° increases 15.2% than vertical weir).Obviously, the length in the size of discharge capacity and overflow forward position has direct relation, and the overflow forward position is long more, and discharge capacity is big more.
2,,, set up the tooth bank and help increasing discharge capacity such as ° weir, oblique weir θ=30 to same weir type.This mainly is to have increased due to the weir head that (a ° anodontia Kan Yan is a benchmark with oblique weir θ=30 owing to set up behind the tooth bank part, under the situation of prototype weir head 2.5m, the vent flow of tooth bank size 1.2m does not increase 7.14% when not establishing the tooth bank, the vent flow of tooth bank size 1.5m does not increase 9.40% when not establishing the tooth bank, here there is tooth bank flow increase percentage to be lower than section test value added, cross sluice stream when mainly being oblique weir based on perpendicular to weir length, perforate be along the river to, due to effective area of passage is influenced, and head hour discharge increases significantly).But, along with the increasing of tooth bank size, as can be seen, the trend that this ability increases more and more a little less than.Consider that the tooth bank increases, the degree that dam body stress is concentrated also and then increases, and therefore, when using, should further make complex optimum relatively in actual engineering, selects optimal teeth bank size for use.
3, with regard to the size of the maximum time average velocity of weir underwater bed, vertical weir maximum (prototype flow velocity 8.42m/s), take second place in the herringbone weir, ° weir, oblique weir θ=45 the 3rd, oblique weir θ=30 ° weir minimum.This order sorts just in time conversely with the size of discharge capacity.This is because vent flow increases, and the respective downstream water level raises, and the depth of water strengthens, and the water levels of upstream and downstream drop reduces, though discharge increases in addition, and the cause that single wide discharge q reduces.Minimum riverbed flow velocity is that (surpassed the anti-impact flow velocity 4.5～5.0m/s) of common batholith, therefore, if the downstream batholith is hard inadequately, to all weir types, the downstream of weir body all needs to protect 5.27m/s.The riverbed flow velocity is big more, and the scale of preventive works and required expense are just high more.With regard to this point, the weir type on ° weir, oblique weir θ=30 is most economical.
4, different weir type is all still followed flow Q and is increased with weir head, increases with overflow leading edge lengthening, increases with discharge coefficient, and different weir type discharge coefficient m are these common laws on an equal basis.
5, from crossing the situation of ice, when low water head was crossed ice, it was unavoidable that ice cube and weir body and gate pier bump.Therefore, in actual engineering design, take safeguard procedures to the upstream face on weir and the upstream face of gate pier.
The first engineering in five trunk canals, east, black Dragon Palace irrigated area, the Shangzhi City that Fig. 2 builds in 1999 for the present invention; Built the first engineering in first engineering in two trunk canals, east, black Dragon Palace irrigated area, Shangzhi City, Heilongjiang Province and Shangzhi City three trunk canals, east, black Dragon Palace irrigated area in 2003.
Claims (3)
1, the oblique weir device on a kind of river, it comprises sluice gate (1), splitter wall (2), oblique weir (3), slope line (4), bank protection line (5), levee crown line (6), aileron (7), bank protection line (8), straightway (9), it is characterized in that: be connected with aileron (7) in sluice gate (1) top, there is splitter wall (2) below, between splitter wall (2) horizontal direction and the oblique weir (3) the θ angle is arranged.
2, the oblique weir device on a kind of river according to claim 1 is characterized in that: have straightway (9) to be connected between oblique weir (3) and the slope line (4), have bank protection line (8) to be connected between levee crown line (6) and the slope line (4).
3, the oblique weir device on a kind of river according to claim 1, it is characterized in that: the θ angle is 30 °--60 °.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100099385A CN100443666C (en) | 2006-04-19 | 2006-04-19 | Oblique weir device on the river |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100099385A CN100443666C (en) | 2006-04-19 | 2006-04-19 | Oblique weir device on the river |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1880584A true CN1880584A (en) | 2006-12-20 |
| CN100443666C CN100443666C (en) | 2008-12-17 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2006100099385A Expired - Fee Related CN100443666C (en) | 2006-04-19 | 2006-04-19 | Oblique weir device on the river |
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| Country | Link |
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| CN (1) | CN100443666C (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101914905A (en) * | 2010-09-03 | 2010-12-15 | 高文标 | Non-curing transecting type flood protection water conservancy project building |
| CN104532792A (en) * | 2014-12-16 | 2015-04-22 | 浙江省水利水电勘测设计院 | Wingless wall water gate arrangement mode |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08120649A (en) * | 1994-10-26 | 1996-05-14 | Nittoc Constr Co Ltd | Structure for plant-setting on side slope of reservoir or the like |
| JP2002294671A (en) * | 2001-03-30 | 2002-10-09 | Kazunori Eguchi | Overflow prevention device |
| CN100335724C (en) * | 2005-03-24 | 2007-09-05 | 长江水利委员会长江科学院 | Water-snail eradication method and tank for culvert and sluice and channel water delivery engineering |
| CN2905895Y (en) * | 2006-04-19 | 2007-05-30 | 黑龙江省水利科学研究院 | Slant dam device of river |
-
2006
- 2006-04-19 CN CNB2006100099385A patent/CN100443666C/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101914905A (en) * | 2010-09-03 | 2010-12-15 | 高文标 | Non-curing transecting type flood protection water conservancy project building |
| CN101914905B (en) * | 2010-09-03 | 2012-10-03 | 高文标 | Non-curing transecting type flood protection water conservancy project building |
| CN104532792A (en) * | 2014-12-16 | 2015-04-22 | 浙江省水利水电勘测设计院 | Wingless wall water gate arrangement mode |
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| Publication number | Publication date |
|---|---|
| CN100443666C (en) | 2008-12-17 |
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Granted publication date: 20081217 Termination date: 20110419 |