CN201526037U - Wide tail pier falling-sill bottom-flow energy dissipation structure - Google Patents
Wide tail pier falling-sill bottom-flow energy dissipation structure Download PDFInfo
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- CN201526037U CN201526037U CN2009201985946U CN200920198594U CN201526037U CN 201526037 U CN201526037 U CN 201526037U CN 2009201985946 U CN2009201985946 U CN 2009201985946U CN 200920198594 U CN200920198594 U CN 200920198594U CN 201526037 U CN201526037 U CN 201526037U
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Abstract
The utility model relates to a wide tail pier falling-sill bottom-flow energy dissipation structure, which aims to solve the technical problem of providing a wide tail pier falling-sill bottom-flow energy dissipation structure. By using fine energy dissipation effects of wide tail piers, the energy dissipation structure avoids or decreases the impact of shrinkage water flow of the wide tail piers and dam facing high-flow-rate water flow to a bottom plate, reduces flow rate close to a bottom of the dam facing water flow entering a stilling pool, and improves safety of the bottom plate of the stilling pool. Besides, by using a differential tail sill, the energy dissipation structure solves the problem of secondary energy dissipation of water flow out of the pool, and simultaneously considers sediment release inside the stilling pool. The technical scheme for solving the problems includes that the wide tail pier falling-sill bottom-flow energy dissipation structure is provided with gate piers, a weir surface is arranged between two adjacent gate piers, and the downstream of the weir surface is connected to the stilling pool through an overflow dam facing ogee section. The energy dissipation structure is characterized in that the wide tail piers are arranged in the middle portions or on the tail portions of the gate piers, the tail end of the overflow dam facing ogee section is smoothly connected with a slope section, and a falling sill with height difference is formed between the tail end of the slope section and the bottom plate of the stilling pool. The energy dissipation structure is used for hydraulic and hydroelectric engineering flood discharge energy dissipation buildings.
Description
Technical field
The utility model relates to a kind of disspation through hydraudic jimp structure, and particularly a kind of flaring gate pier falls bank disspation through hydraudic jimp structure, is mainly used in Hydraulic and Hydro-Power Engineering flood-discharge energy-dissipating building.
Background technology
Flaring gate pier adds the disspation through hydraudic jimp form, has used comparatively extensively at present in China, and has obtained good effect of energy dissipation, has reduced the scale of absorption basin effectively, has saved construction investment.But flaring gate pier shrinks the current provoke all causes adverse effect to the impact of absorption basin base plate and along the high flow rate current of dam facing to the safety of pond base plate.Fall bank formula disspation through hydraudic jimp, keep certain water body in absorption basin, utilize the end, dam with downstream absorption basin base plate certain height difference to be arranged, current enter in the middle of the energy dissipating water body in the mode of jet, make sluice down that the main flow of stream flows at the absorption basin middle part, diffusion, energy dissipating.Should guarantee not allow main flow dive at the end, increase in order to avoid can make the pressure fluctuation meter of base plate and face underflow speed; Guarantee again not allow and float on the main flow, form surface current.How to utilize flaring gate pier and the advantage separately of falling bank formula underflow, it is abundant to reach energy dissipating, saves construction investment, and the safety that improves the flood-discharge energy-dissipating building again is a key technology of flaring gate pier-underflow type energy-disspating design.
Absorption basin tail bank pattern is to influence secondary energy dissipating behind the bank, a significant points of channel protection, and therefore reasonably design tail bank form also is an important technology of underflow stilling basin energy dissipating.
Summary of the invention
The technical problems to be solved in the utility model is: provide a kind of simple in structure, reduced investment, flaring gate pier that effect of energy dissipation is good to fall bank disspation through hydraudic jimp structure at the problem of above-mentioned existence, be intended to make full use of the good effect of energy dissipation of flaring gate pier, avoid again or reduce flaring gate pier shrinking the impact of current and dam facing high flow rate current to base plate, that reduces that the dam facing current enter absorption basin faces underflow speed, improve the safety of absorption basin base plate, utilize differential type tail bank to separate the secondary Dissipation of Energy that has decided the pond current simultaneously, take into account the row's sand in the absorption basin simultaneously.
The technical scheme that the utility model adopted is: flaring gate pier falls bank disspation through hydraudic jimp structure, has gate pier, and establish the weir face between adjacent two gate piers, face downstream, weir is connected to absorption basin by the anti-segmental arc of overfull dam surface, it is characterized in that: described gate pier middle part or afterbody are arranged flaring gate pier, terminal and the slope section smooth connection of the anti-segmental arc of overfull dam surface forms the bank that falls with difference in height between slope section end and the absorption basin base plate.
The length of described slope section is 2-30m, and the gradient is the 3-30 degree, and the depth displacement that falls bank is 2-18m.
Described absorption basin downstream is arranged the tail bank.
Described tail bank is a differential type, is made up of the high bank and the low bank of one group of space, and wherein high bank upstream face is perpendicular to the absorption basin base plate, and the back side gradient is the 20-60 degree, highly is 6-20m; The low bank upstream face gradient is the 15-50 degree, highly is 3-15m, not only can eliminate the secondary Dissipation of Energy, and can solve the husky problem of row in the absorption basin.
Described weir face is the WES shaped form.
The beneficial effects of the utility model are: the utility model is arranged flaring gate pier at gate pier middle part or afterbody, between overfull dam surface end and absorption basin, be provided with simultaneously and fall bank, not only utilized the good effect of energy dissipation of flaring gate pier, and utilized the characteristic of falling bank formula underflow, avoid or reduced flaring gate pier shrinking the impact of current and dam facing high flow rate current to base plate, that has reduced that the dam facing current enter absorption basin faces underflow speed, the safety that has improved the absorption basin base plate; In addition, absorption basin tail bank adopts differential type, has not only eliminated the secondary Dissipation of Energy, and has solved the husky problem of row in the absorption basin.
Description of drawings
Fig. 1 is a layout plan of the present utility model.
Fig. 2 is a sectional drawing of the present utility model.
Fig. 3 is a flow-shape schematic diagram in the utility model.
The specific embodiment
As shown in Figure 1 and Figure 2, present embodiment has gate pier 9, and establish WES shaped form weir face 7 between adjacent two gate piers 9, face 7 downstreams in weir are connected to absorption basin 5 by the anti-segmental arc 8 of overfull dam surface, absorption basin 5 downstream are arranged differential type tail bank, and in this example, the tail bank is made up of the high bank 10 and the low bank 11 of one group of space, wherein high bank 10 upstream faces hang down bank 11 upstream faces and 4 one-tenth obtuse angles of absorption basin base plate perpendicular to absorption basin base plate 4.Described gate pier 9 middle parts or afterbody are arranged flaring gate pier 1, and face 7 exits in weir are tightened up, and current are divided into two parts behind flaring gate pier 1, and a part is along letting out under the dam facing, and another part is subjected to flaring gate pier 1 to shrink extruding to provoke under the back and let out.The anti-segmental arc of overfull dam surface 8 terminal with 2 smooth connections of slope section, slope section 2 terminal with absorption basin base plate 4 between formation have a difference in height fall bank 3.In absorption basin 5, keep certain water body, utilize the difference in height that exists between end, dam and the downstream absorption basin base plate 4, current enter in the middle of the energy dissipating water body in the mode of jet, make sluice down that the main flow of stream flows at absorption basin 5 middle parts, diffusion, energy dissipating, should guarantee not allow main flow dive at the end, increase in order to avoid can make the pressure fluctuation meter of absorption basin base plate 4 and face underflow speed; Guarantee again not allow and float on the main flow, form surface current.
Slope, dam end section 2 and to fall bank 3 be influence angle of incidence, bottom whirlpool district G, impact zone H scope and the big or small principal element that current B, C enter absorption basin 5 is directly connected to effect of energy dissipation.The high bank 10 of tail bank and low bank 11 patterns, size were the key factors of secondary energy dissipating behind bank current heap soil or fertilizer over and around the roots height and the bank.To sum up reasonably design slope section 2, fall bank 3 and the tail bank is the key of this routine energy dissipating success or not, generally speaking, the length range of slope section 2 is that 2-30m, gradient scope are the 3-30 degree, the depth displacement that falls bank 3 is 2-18m, the altitude range of high bank 10 is that 6-20m, the gradient are the 20-60 degree, the altitude range of low bank 11 is that 3-15m, the gradient are the 15-50 degree, but still needs to adopt experimental study to be confirmed, also can break through above-mentioned size range by experimental study.In this example, the length of described slope section 2 is 2.25m, and the gradient is 3.81 degree, and the depth displacement that falls bank 3 is 6m, and the height of high bank 10 is that 18.5m, the gradient are 26.33 degree, and the height of low bank 11 is that 12.76m, the gradient are 40.22 degree.
As shown in Figure 3, the current flood discharge fluidised form of this example is described below:
1) current A lets out for 7 times to flaring gate pier 1 place through the weir face, and the current behind flaring gate pier 1 mainly divide two parts, and a part is shunk the current B that extruding is provoked for being subjected to flaring gate pier, and another part is along the current C that lets out under the dam facing.
2), enter absorption basin 5 by the gradient on slope 2 at the dam facing end along the dam facing stream C that sluices down.Owing to fall bank 3 effects, make dam facing current C enter fluidised form and enter absorption basin 5 with submerged jets, D is the submerged jets district.Dam facing current C, flaring gate pier 1 shrinks and provokes current B and enter absorption basin 5, and the acting in conjunction of be subjected to dam facing slope section 2, falling bank 3, the level of tail water forms bottom whirlpool district G, top whirlpool district F, impact zone H, wall-attached jet district I down, and E is whirlpool center, bottom.
3) the dam facing stream C that sluices down, because of falling the effect of the bank 3 and the level of tail water, through the effects such as buffering energy dissipating of water cushion, current arrival impact zone H obviously reduces than the flow velocity of submerged jets district D.The current B that flaring gate pier 1 is provoked enters absorption basin 5, forms effects such as the buffering of water cushion and energy dissipating jointly down by falling the bank 3 and the level of tail water, and current obviously reduce the impact of base plate 4.
4) current through flaring gate pier 1, fall bank 3 and absorption basin 5 combined energy dissipations, latter half of at absorption basin 5, current tend towards stability, with the form of fluidised form J by the tail bank.When current passed through the tail bank, the water surface is lifting slightly, and the water surface slightly falls behind the tail bank.The differential type tail bank that adopts is divided into high bank 10 and low bank 11, high bank 10 helps increasing the absorption basin depth of water and improves the absorption basin effect of energy dissipation, the water surface of low bank 11 after for heap soil or fertilizer over and around the roots height that reduced the bank current and bank falls effect obviously, and low in addition bank 11 also helps the silt of discharging in the absorption basin 5.
Claims (6)
1. a flaring gate pier falls bank disspation through hydraudic jimp structure, has gate pier (9), and establish weir face (7) between adjacent two gate piers (9), weir face (7) downstream is connected to absorption basin (5) by the anti-segmental arc of overfull dam surface (8), it is characterized in that: described gate pier (9) middle part or afterbody are arranged flaring gate pier (1), the anti-segmental arc of overfull dam surface (8) terminal with slope section (2) smooth connection, slope section (2) terminal with absorption basin base plate (4) between formation have a difference in height fall bank (3).
2. flaring gate pier according to claim 1 falls bank disspation through hydraudic jimp structure, it is characterized in that: the length of described slope section (2) is 2-30m, and the gradient is the 3-30 degree, and the depth displacement that falls bank (3) is 2-18m.
3. flaring gate pier according to claim 1 and 2 falls bank disspation through hydraudic jimp structure, it is characterized in that: described absorption basin downstream is arranged the tail bank.
4. flaring gate pier according to claim 3 falls bank disspation through hydraudic jimp structure, it is characterized in that: described tail bank is a differential type, high bank (10) and low bank (11) by one group of space are formed, wherein high bank (10) the back side gradient is the 20-60 degree, highly be 6-20m, low bank (11) the upstream face gradient is the 15-50 degree, highly is 3-15m.
5. flaring gate pier according to claim 1 and 2 falls bank disspation through hydraudic jimp structure, it is characterized in that: described weir face (7) is the WES shaped form.
6. flaring gate pier according to claim 3 falls bank disspation through hydraudic jimp structure, it is characterized in that: described weir face (7) is the WES shaped form.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2009201985946U CN201526037U (en) | 2009-10-19 | 2009-10-19 | Wide tail pier falling-sill bottom-flow energy dissipation structure |
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| CN2009201985946U CN201526037U (en) | 2009-10-19 | 2009-10-19 | Wide tail pier falling-sill bottom-flow energy dissipation structure |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102852122A (en) * | 2012-10-15 | 2013-01-02 | 戴会超 | Eco-friendly subsidiary dam capable of improving gas supersaturation |
| CN102900054A (en) * | 2012-10-25 | 2013-01-30 | 中国水电顾问集团北京勘测设计研究院 | River bank-like flood spillway |
| CN103266584A (en) * | 2013-06-05 | 2013-08-28 | 中国水利水电第七工程局有限公司 | Novel water conservancy project energy dissipater structure |
| CN104131539A (en) * | 2013-11-20 | 2014-11-05 | 成都科创佳思科技有限公司 | Water gate energy dissipation structure |
| CN104452691A (en) * | 2014-12-29 | 2015-03-25 | 中国电建集团中南勘测设计研究院有限公司 | Near-surface submersible submerged jet flow energy dissipation structure |
| CN104480911A (en) * | 2014-10-24 | 2015-04-01 | 河海大学 | Flexible foundation energy dissipater structure |
| CN104499454A (en) * | 2014-12-15 | 2015-04-08 | 四川大学 | Flow state connected building suitable for supercritical flow bend |
| CN104652380A (en) * | 2015-01-22 | 2015-05-27 | 河海大学 | Novel matched variable slope spillway-based flood discharging system |
| CN105625280A (en) * | 2015-12-30 | 2016-06-01 | 中国电建集团中南勘测设计研究院有限公司 | Submerged jet energy dissipation structure |
| CN106759163A (en) * | 2017-03-02 | 2017-05-31 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of use bottom outlet carries out the stiling basin tail bank structure of sand discharge |
| CN108005038A (en) * | 2017-11-30 | 2018-05-08 | 中国电建集团成都勘测设计研究院有限公司 | A kind of accumulated slag charge for remittance structure of underflow stilling basin |
| CN112281769A (en) * | 2020-10-21 | 2021-01-29 | 珠江水利委员会珠江水利科学研究院 | Energy dissipation structure suitable for abrupt slope drop |
| CN113237631A (en) * | 2021-05-08 | 2021-08-10 | 中国水利水电科学研究院 | Urban accumulated water monitoring oscillation eliminating structure based on underflow energy dissipation and energy dissipation method thereof |
| CN113605330A (en) * | 2021-07-22 | 2021-11-05 | 湖北省水利水电规划勘测设计院 | Multistage rectification slideway shaft rotational flow flood discharging tunnel |
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2009
- 2009-10-19 CN CN2009201985946U patent/CN201526037U/en not_active Expired - Fee Related
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102852122B (en) * | 2012-10-15 | 2013-09-04 | 戴会超 | Eco-friendly subsidiary dam capable of improving gas supersaturation |
| CN102852122A (en) * | 2012-10-15 | 2013-01-02 | 戴会超 | Eco-friendly subsidiary dam capable of improving gas supersaturation |
| CN102900054A (en) * | 2012-10-25 | 2013-01-30 | 中国水电顾问集团北京勘测设计研究院 | River bank-like flood spillway |
| CN103266584A (en) * | 2013-06-05 | 2013-08-28 | 中国水利水电第七工程局有限公司 | Novel water conservancy project energy dissipater structure |
| CN103266584B (en) * | 2013-06-05 | 2015-08-19 | 中国水利水电第七工程局有限公司 | A kind of hydraulic engineering energy dissipating construction |
| CN104131539A (en) * | 2013-11-20 | 2014-11-05 | 成都科创佳思科技有限公司 | Water gate energy dissipation structure |
| CN104480911A (en) * | 2014-10-24 | 2015-04-01 | 河海大学 | Flexible foundation energy dissipater structure |
| CN104499454A (en) * | 2014-12-15 | 2015-04-08 | 四川大学 | Flow state connected building suitable for supercritical flow bend |
| CN104499454B (en) * | 2014-12-15 | 2016-01-27 | 四川大学 | The fluidised form being applicable to have torrent bend is connected building |
| CN104452691B (en) * | 2014-12-29 | 2016-03-02 | 中国电建集团中南勘测设计研究院有限公司 | A kind of shallow top layer submersible submerged jets energy-dissipating structure |
| CN104452691A (en) * | 2014-12-29 | 2015-03-25 | 中国电建集团中南勘测设计研究院有限公司 | Near-surface submersible submerged jet flow energy dissipation structure |
| CN104652380A (en) * | 2015-01-22 | 2015-05-27 | 河海大学 | Novel matched variable slope spillway-based flood discharging system |
| CN105625280A (en) * | 2015-12-30 | 2016-06-01 | 中国电建集团中南勘测设计研究院有限公司 | Submerged jet energy dissipation structure |
| CN106759163A (en) * | 2017-03-02 | 2017-05-31 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of use bottom outlet carries out the stiling basin tail bank structure of sand discharge |
| CN108005038A (en) * | 2017-11-30 | 2018-05-08 | 中国电建集团成都勘测设计研究院有限公司 | A kind of accumulated slag charge for remittance structure of underflow stilling basin |
| CN112281769A (en) * | 2020-10-21 | 2021-01-29 | 珠江水利委员会珠江水利科学研究院 | Energy dissipation structure suitable for abrupt slope drop |
| CN112281769B (en) * | 2020-10-21 | 2022-04-12 | 珠江水利委员会珠江水利科学研究院 | Energy dissipation structure suitable for abrupt slope drop |
| CN113237631A (en) * | 2021-05-08 | 2021-08-10 | 中国水利水电科学研究院 | Urban accumulated water monitoring oscillation eliminating structure based on underflow energy dissipation and energy dissipation method thereof |
| CN113605330A (en) * | 2021-07-22 | 2021-11-05 | 湖北省水利水电规划勘测设计院 | Multistage rectification slideway shaft rotational flow flood discharging tunnel |
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