CN107100145A - A kind of cushion pool structure and its construction method - Google Patents
A kind of cushion pool structure and its construction method Download PDFInfo
- Publication number
- CN107100145A CN107100145A CN201710509763.2A CN201710509763A CN107100145A CN 107100145 A CN107100145 A CN 107100145A CN 201710509763 A CN201710509763 A CN 201710509763A CN 107100145 A CN107100145 A CN 107100145A
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- Prior art keywords
- cushion pool
- overflow
- concrete
- dam
- cushion
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- 238000010276 construction Methods 0.000 title claims abstract description 19
- 239000004567 concrete Substances 0.000 claims abstract description 41
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 15
- 238000004364 calculation method Methods 0.000 claims description 6
- 238000000034 method Methods 0.000 claims description 5
- 238000012360 testing method Methods 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 239000011440 grout Substances 0.000 abstract description 7
- 238000007667 floating Methods 0.000 abstract description 4
- 238000007596 consolidation process Methods 0.000 abstract description 3
- 230000003014 reinforcing effect Effects 0.000 abstract description 3
- 238000012544 monitoring process Methods 0.000 abstract description 2
- 239000011150 reinforced concrete Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 238000004080 punching Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000010200 validation analysis Methods 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
- E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Revetment (AREA)
Abstract
The invention provides a kind of cushion pool structure, including dam, the side of the dam is provided with overflow, and overflow is located on above-ground route, and concrete spats, cushion pool excavating sideline are provided with the lower section of overflow, and concrete spats, cushion pool excavating sideline are located under above-ground route；The side of the concrete spats is connected with overflow, and the opposite side of concrete spats is connected with the base of dam of dam；The side of the cushion pool is connected with overflow, and cushion pool, concrete spats are in same level position, are mutually not attached to；The concrete spats both sides side slope is respectively equipped with bank protection.The problem of present invention solves stability against floating, it is not provided with grout curtain system, drainage system, evacuation system and monitoring system, reduce the quantities such as concrete, basic joint bar, reinforcing bar, consolidation grouting, grout curtain, osculum, reduce construction investment, shorten the stiling basin duration, reduce construction time security risk, the problem of stiling basin that effectively prevent the runtime is overhauled.
Description
Technical field
The present invention relates to a kind of cushion pool structure and its construction method, belong to Hydraulic and Hydro-Power Engineering field of structural design.
Background technology
Cushion pool is general to form deep water cushion by building two road dams in downstream, thus protect force reduction pool bottom not by
The erosion damage of high water head current, belongs to new energy dissipater.The kinetic energy of main flow by turbulent fluctuation shearing and diffusion constantly
The rolling in the large eddies area in turbulent fluctuation and the pool is passed to, while companion in the transmission, redistribution process in this energy
With because when equal shear action caused by viscous dissipation, this is a kind of Energy Dissipation Modes of safety economy.
Existing cushion pool typically uses reinforced concrete structure, to ensure stiling basin stability against floating, usually takes arrangement
A large amount of basis joint bars effectively anchor the measure such as weight or increase stiling basin thickness to increase ground, for the work that downstream water depth is larger
Journey, also reduces force reduction pool bottom uplift pressure, separately in stiling basin surrounding arrangement grout curtain system, drainage system and pump drainage facility
Outside, armored concrete stiling basin also faces withered phase repair and maintenance problem in the runtime.
The content of the invention
In order to solve the above technical problems, the invention provides a kind of cushion pool structure and its construction method, the cushion pool knot
Structure and its construction method are to dig out certain plane model in advance away from scope and scoured pit's depth according to choosing in the dam water cushion pool downstream pool
The swag with depth is enclosed, armored concrete force reduction pool bottom is not arranged, stiling basin grout curtain system and drainage system are not arranged,
Construction investment is reduced, the stiling basin duration is shortened.
The present invention is achieved by the following technical programs.
A kind of cushion pool structure that the present invention is provided, including dam；The side of the dam is provided with overflow, and overflow is located at ground
On upper thread, concrete spats, cushion pool excavating sideline, concrete spats, cushion pool excavating sideline position are provided with the lower section of overflow
In under above-ground route；The side of the concrete spats is connected with overflow, and the opposite side of concrete spats is connected with the base of dam of dam；
The side of the cushion pool is connected with overflow, and cushion pool, concrete spats are in same level position, are mutually not attached to；It is described mixed
Solidifying soil spats both sides side slope is respectively equipped with bank protection.
The dam, overflow, concrete spats form one.
The dam, cushion pool are quadrangle.
The concrete spats is armored concrete material.
Based on a kind of construction method of cushion pool, the construction procedure of the cushion pool is as follows：
1. the position of cushion pool is determined：The width for determining cushion pool is arranged according to flood discharge, according to elevation computation or
Hydraulic model test achievement determine the minimum of overflow choose away from maximum choose away from, so that it is determined that the length and horizontal layout of cushion pool,
Carry out the excavation of cushion pool excavating sideline；
2. the depth of cushion pool is calculated：The depth for determining cushion pool is calculated by scour hole depth；
3. cushion pool is excavated：The physical dimension of cushion pool is determined according to above-mentioned calculating, is excavated；
4. to the pre- water-filling of cushion pool：After the completion of cushion pool is excavated, pre- water-filling is carried out to it.
The calculation formula of the hydraulics is：
It is bank top water surface flow velocity that L, which is that overflow thrown away from, V1, in the formula, and h1 is the bank top vertical direction depth of water, h2 be Kan Ding extremely
The riverbed face discrepancy in elevation, θ is bucket angel.
The v1Calculation formula be：
Wherein, φ is weir face efflux coefficient, H0For reservoir level to the drop for pushing up bank.
The beneficial effects of the present invention are：The choosing away from deep with punching hole of release floodwatering flow under each operating mode is determined by elevation computation
Degree, then by the method validation such as hydraulic model test overflow drop point scope and washing away situation, the root in the dam water cushion pool downstream pool
Dig out the swag of certain planar range and depth in advance away from scope and scoured pit's depth according to choosing of determining of the above method, be not provided with steel
Reinforced concrete force reduction pool bottom, the problem of solving stability against floating is not provided with grout curtain system, drainage system, evacuation system
And monitoring system, reduce the quantities, reduction such as concrete, basic joint bar, reinforcing bar, consolidation grouting, grout curtain, osculum
Construction investment, shortens the stiling basin duration, reduces construction time security risk, effectively prevent the stiling basin maintenance of runtime
Problem, it is adaptable to high water head, big flow, the gravity dam engineering using flood relief through dam system.
Brief description of the drawings
Fig. 1 is the structural representation of the present invention；
Fig. 2 is the diagrammatic cross-section of present aspect；
In figure：1- dams, 2- overflows, 3- cushion pools, 4- concrete spats, 5- above-ground routes, 6- cushion pool excavating sidelines, 7-
Bank protection.
Embodiment
Be described further below technical scheme, but claimed scope be not limited to it is described.
As depicted in figs. 1 and 2, a kind of cushion pool structure, including dam 1；The side of the dam 1 is provided with overflow 2, overflow
2 are located on above-ground route 5, and concrete spats 4, cushion pool excavating sideline 6, concrete spats 4, water cushion are provided with the lower section of overflow 2
Pool excavating sideline 6 is located under above-ground route 5；The side of the concrete spats 4 is connected with overflow 2, the opposite side of concrete spats 4
It is connected with the base of dam of dam 1；The side of the cushion pool 3 is connected with overflow 2, and cushion pool 3, concrete spats 4 are in same water
Prosposition is put, and is mutually not attached to, and cushion pool 3 is not provided with reinforced concrete floor, and the problem of solving stability against floating does not arrange curtain
Grouting system and drainage system, reduce the engineerings such as concrete, basic joint bar, reinforcing bar, consolidation grouting, grout curtain, osculum
Amount, the problem of stiling basin that effectively prevent the runtime is overhauled should be provided with certain concrete bottom between cushion pool 3 and base of dam
Plate, protects base of dam not washed away by low discharge (frequent flood)；The both sides side slope of concrete spats 4 is respectively equipped with bank protection 7.
Wherein, the dam 1, overflow 2, concrete spats 4 form one, are easy to safeguard；The dam 1, cushion pool 3 are
Quadrangle；The concrete spats 4 is armored concrete material, fastens spats, strengthens its service life.
Based on a kind of construction method of cushion pool, the construction procedure of the cushion pool 3 is as follows：
1. the position of cushion pool 3 is determined：The width for determining cushion pool 3 is arranged according to flood discharge, according to elevation computation
Or hydraulic model test achievement determines that the minimum of overflow 2 is chosen away from (choosing away from, frequent flood according to building when reservoir level is frequent flood
Build thing rank determination) and maximum choose away from (reservoir level be check flood level when choose away from), so that it is determined that the length of cushion pool 3 and put down
Face is arranged, carries out the excavation of cushion pool excavating sideline 6, and cushion pool 3 should meet rushing under each design conditions apart from the distance of base of dam
Brush adverse grade requirement, to ensure dam foundation stability；
2. the depth of cushion pool 3 is calculated：The depth for determining cushion pool 3 is calculated by scour hole depth, more accurately, reduces and misses
Difference, it is ensured that effect；
3. cushion pool 3 is excavated：The physical dimension of cushion pool 3 is determined according to above-mentioned calculating, is excavated；
4. concrete spats 4 and bank protection 7 are built：Pouring reinforcement concrete is built between the base of dam of dam 1 and cushion pool 3 to mix
Solidifying soil spats 4, the two sides side slope of cushion pool 3 builds bank protection 7, to meet antiscour requirement；
5. to the pre- water-filling of cushion pool 3：After the completion of cushion pool 3 is excavated, pre- water-filling is carried out to it, to ensure that water cushion is formed.
Wherein, the calculation formula of the hydraulics is：Its
In, L is that overflow is thrown away from if any the centripetal concentration influencer of current, then throwing away from should also be multiplied by 0.90~0.95 reduction coefficient, V1 is
Bank top water surface flow velocity, by 1.1 times of calculating of mean flow rate at bucket lip, h1 is the bank top vertical direction depth of water, and h2 is Kan Ding to riverbed
The face discrepancy in elevation, if punching hole has been formed, finally to hole bottom, θ is bucket angel；The v1Calculation formula be：Wherein, φ is weir face efflux coefficient, H0It is drop of the reservoir level to top bank, is calculated using formula
The parameters of cushion pool 3 more adapt to a variety of environment and state, meet different demands, build it and more facilitate
Fast, and cushion pool 3 produce best results.
Claims (8)
1. a kind of cushion pool structure, including dam (1), it is characterised in that：The side of the dam (1) is provided with overflow (2), overflow
(2) it is located on above-ground route (5), concrete spats (4), cushion pool excavating sideline (6), concrete is provided with the lower section of overflow (2)
Spats (4), cushion pool excavating sideline (6) are located under above-ground route (5)；The side of the concrete spats (4) and overflow (2) phase
Even, the opposite side of concrete spats (4) is connected with the base of dam of dam (1)；The side of the cushion pool (3) is connected with overflow (2),
Cushion pool (3), concrete spats (4) are in same level position, are mutually not attached to；Concrete spats (4) both sides side slope point
She You not bank protection (7).
2. cushion pool structure as claimed in claim 1, it is characterised in that：The dam (1), overflow (2), concrete spats
(4) one is formed.
3. cushion pool structure as claimed in claim 1, it is characterised in that：The dam (1), cushion pool (3) are quadrangle.
4. cushion pool structure as claimed in claim 1, it is characterised in that：The concrete spats (4) is armored concrete material
Matter.
5. the cushion pool construction method as described in Claims 1 to 4 any one, it is characterised in that：The cushion pool (3)
Construction procedure it is as follows：
1. the position of cushion pool (3) is determined：The width for determining cushion pool (3) is arranged by flood discharge, according to elevation computation
Or hydraulic model test achievement determines that the minimum of overflow (2) is chosen away from being chosen with maximum away from so that it is determined that the length of cushion pool (3) and flat
Face is arranged；
2. the depth of cushion pool (3) is calculated：The depth for determining cushion pool (3) is calculated by scour hole depth；
3. cushion pool (3) is excavated：The physical dimension and cushion pool excavating sideline (6) of cushion pool (3) are determined according to above-mentioned steps
Position, is excavated to cushion pool (3)；
4. to cushion pool (3) pre- water-filling：After the completion of cushion pool (3) is excavated, pre- water-filling is carried out to it.
6. the construction method of cushion pool as claimed in claim 5, it is characterised in that：The calculation formula of the hydraulics is：
<mrow>
<mi>L</mi>
<mo>=</mo>
<mfrac>
<mn>1</mn>
<mi>g</mi>
</mfrac>
<mo>&lsqb;</mo>
<msubsup>
<mi>v</mi>
<mn>1</mn>
<mn>2</mn>
</msubsup>
<mi>sin</mi>
<mi>&theta;</mi>
<mi>c</mi>
<mi>o</mi>
<mi>s</mi>
<mi>&theta;</mi>
<mo>+</mo>
<msub>
<mi>v</mi>
<mn>1</mn>
</msub>
<mi>c</mi>
<mi>o</mi>
<mi>s</mi>
<mi>&theta;</mi>
<msqrt>
<mrow>
<msubsup>
<mi>v</mi>
<mn>1</mn>
<mn>2</mn>
</msubsup>
<msup>
<mi>sin</mi>
<mn>2</mn>
</msup>
<mi>&theta;</mi>
<mo>+</mo>
<mn>2</mn>
<mi>g</mi>
<mrow>
<mo>(</mo>
<msub>
<mi>h</mi>
<mn>1</mn>
</msub>
<mo>+</mo>
<msub>
<mi>h</mi>
<mn>2</mn>
</msub>
<mo>)</mo>
</mrow>
</mrow>
</msqrt>
<mo>&rsqb;</mo>
<mo>.</mo>
</mrow>
7. the construction method of cushion pool as claimed in claim 6, it is characterised in that：L is that overflow is thrown away from V1 is bank in the formula
Push up water surface flow velocity, h1 be the bank top vertical direction depth of water, h2 be Kan Ding to the riverbed face discrepancy in elevation, θ is bucket angel.
8. the construction method of cushion pool as claimed in claim 6, it is characterised in that：The v1Calculation formula be：
Wherein, φ is weir face efflux coefficient, H0For reservoir level to the drop for pushing up bank.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710509763.2A CN107100145A (en) | 2017-06-28 | 2017-06-28 | A kind of cushion pool structure and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710509763.2A CN107100145A (en) | 2017-06-28 | 2017-06-28 | A kind of cushion pool structure and its construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107100145A true CN107100145A (en) | 2017-08-29 |
Family
ID=59663636
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710509763.2A Pending CN107100145A (en) | 2017-06-28 | 2017-06-28 | A kind of cushion pool structure and its construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107100145A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107727355A (en) * | 2017-09-27 | 2018-02-23 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of fluid chooses horizontal range measuring method and its application |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101538841A (en) * | 2009-03-20 | 2009-09-23 | 四川大学 | Differential trajectory jet energy dissipater in absorption basin |
| CN104652380A (en) * | 2015-01-22 | 2015-05-27 | 河海大学 | Novel matched variable slope spillway-based flood discharging system |
| CN104746489A (en) * | 2015-03-30 | 2015-07-01 | 三峡大学 | Plunge pool with efficient flushing preventing and energy dissipating structure and building method thereof |
| CN206956682U (en) * | 2017-06-28 | 2018-02-02 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of cushion pool structure |
-
2017
- 2017-06-28 CN CN201710509763.2A patent/CN107100145A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101538841A (en) * | 2009-03-20 | 2009-09-23 | 四川大学 | Differential trajectory jet energy dissipater in absorption basin |
| CN104652380A (en) * | 2015-01-22 | 2015-05-27 | 河海大学 | Novel matched variable slope spillway-based flood discharging system |
| CN104746489A (en) * | 2015-03-30 | 2015-07-01 | 三峡大学 | Plunge pool with efficient flushing preventing and energy dissipating structure and building method thereof |
| CN206956682U (en) * | 2017-06-28 | 2018-02-02 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of cushion pool structure |
Non-Patent Citations (1)
| Title |
|---|
| 黄智敏: "《溢洪道差动式挑流鼻坎挑距和冲深特性探讨》", 《水利科技与经济》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107727355A (en) * | 2017-09-27 | 2018-02-23 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of fluid chooses horizontal range measuring method and its application |
| CN107727355B (en) * | 2017-09-27 | 2019-03-29 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of fluid chooses horizontal distance measuring method and its application |
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Application publication date: 20170829 |