CN110029636B - Energy dissipation device and method for water release structure - Google Patents
Energy dissipation device and method for water release structure Download PDFInfo
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- CN110029636B CN110029636B CN201910297380.2A CN201910297380A CN110029636B CN 110029636 B CN110029636 B CN 110029636B CN 201910297380 A CN201910297380 A CN 201910297380A CN 110029636 B CN110029636 B CN 110029636B
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- 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
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Abstract
The invention discloses an energy dissipation device and an energy dissipation method for a water release structure, and relates to the field of hydraulic engineering. The structure of the energy dissipation part comprises a ring steel bar, a rope and a stilling pool. The ring-shaped steel bars are respectively inserted into the concrete at the dam site and the rear end part of the stilling pool according to the specific arrangement position and the number of the ropes, the steel bar rings are exposed, and the ropes are bound and connected with the dam site and the rear end of the stilling pool through the steel bar rings at the two ends, so that the ropes are arranged on the whole stilling pool layer by layer. When high-speed downward discharge water flows through the flip bucket, the ropes arranged at the downstream of the dam bear the water flow, the kinetic energy of the water flow impacting on the surfaces of the ropes is reduced through each layer of the ropes, the impact force of the water flow is buffered, the scouring of the downward discharge water flow on a downstream riverbed, a bank slope and a building when the water discharge building discharges the water is reduced, the water conservancy condition is improved, the energy dissipation efficiency and the safety of the downstream building are ensured, the engineering quantity for constructing energy dissipaters is reduced, and the engineering cost is reduced.
Description
Technical Field
The invention relates to an energy dissipation device and an energy dissipation method for a water release structure, and belongs to the technical field of hydraulic engineering.
Background
In recent decades, domestic water conservancy and hydropower construction is rapidly developed, and downstream energy dissipation and impact prevention buildings are one of important parts influencing safe operation of hydropower hub engineering. The current major adopted trajectory energy dissipation, underflow energy dissipation and surface flow energy dissipation have high flow velocity and large kinetic energy of water flow at the outlet part of a water release structure, can cause serious scouring deformation on a downstream riverbed and a bank slope, and endangers the safety of a downstream building. When high-speed and strong turbulent water flow flows through the stilling pool, the bottom plate of the stilling pool is easy to be seriously scoured and damaged.
Disclosure of Invention
The invention provides an energy dissipation method for a water release structure to buffer high-speed water flows downwards layer by means of laminated ropes, in order to reduce the scouring of the water flows downwards to a downstream riverbed, a bank slope and a building when the water release structure releases water, improve water conservancy conditions, ensure energy dissipation efficiency and the safety of the downstream building, reduce the engineering quantity of building energy dissipaters and reduce the engineering cost.
The technical scheme adopted by the invention is as follows: an energy dissipation device of a water release building comprises a gate 1, a dam crest 2, an overflow dam face 3, a flip bucket 4, a dam toe 5, a stilling basin 6, a stilling bucket front end 7, reinforcing steel bars, reinforcing steel bar rings 9 and ropes 10;
the gate 1 is arranged at the upper end of the dam crest 2, the gate 1 is connected with the dam crest 2 when closed, the overflow dam face 3 is connected at the downstream of the dam crest 2, the lower end of the overflow dam face 3 is connected with the flip bucket 4, a dam toe 5 is arranged between the overflow dam face 3 and the flip bucket 4 and the foundation, the downstream of the flip bucket 4 is connected with the stilling pool 6, the downstream of the stilling pool 6 is connected with the front end 7 of the stilling pool, the dam toe 5 is connected with the pool bucket at the upstream of the stilling pool 6, a plurality of layers of ring reinforcements are inserted into the dam toe 5 at intervals from top to bottom, the number of the ring reinforcements in each layer is a plurality of ring reinforcements are distributed at intervals, the end part of each ring reinforcement is provided with a reinforcement ring 9 exposed out of the upstream pool bucket of the stilling pool 6, a plurality of layers of ring reinforcements are inserted into the front end 7 of the stilling pool at intervals from top to bottom, the number of the ring reinforcements in each layer is a plurality of ring reinforcements and distributed at, the number of layers of the inserted ring-shaped steel bars of the dam toe 5 and the number and the interval of the ring-shaped steel bars in each layer are the same as the number of layers of the inserted ring-shaped steel bars at the front end 7 of the force eliminating sill and the number and the interval of the ring-shaped steel bars in each layer, and the steel bar rings 9 of the inserted ring-shaped steel bars of the dam toe 5 are bound and connected with the steel bar rings 9 of the inserted ring-shaped steel bars at the front end 7 of the corresponding force eliminating sill through ropes 10.
Preferably, the included angle between the extension line of the ring-shaped steel bar inserted into the dam toe 5 and the horizontal line of the bottom of the stilling pool 6 is an acute angle.
Preferably, the reverse arc section of the flip bucket 4 adopts a circular arc curve, and the middle straight line section of the overflow dam face 3 is tangent to the upper overflow curve of the dam crest 2 and the reverse arc curve of the flip bucket 4 at the lower part respectively.
Preferably, the adjacent layers of the ring-shaped reinforcing steel bars inserted into the dam toe 5 and the ring-shaped reinforcing steel bars inserted into the front end 7 of the force absorbing sill have equal intervals, and the intervals between two adjacent ring-shaped reinforcing steel bars in the same layer are equal.
Preferably, the rope 10 is hemp rope.
Preferably, the ring-type steel bars are stainless steel bars, and the surface of the steel bar ring 9 is sprayed with anticorrosive paint.
The energy dissipation method of the energy dissipation device of the water release structure comprises the following steps:
step 1: when water needs to be discharged, the gate 1 is opened to discharge water;
step2, the high-speed downward-discharged water sequentially flows through the overflow dam surface 3 and the flip bucket 4 and then impacts the ropes 10, and the water flow impacting on the surfaces of the ropes 10 flows through the stilling pool 6 after energy dissipation of each layer of the ropes 10;
step 3: the water flow flowing out of the stilling basin 6 flows through the front end 7 of the stilling sill and then flows out stably.
The invention has the beneficial effects that:
(1) the impact force of high-speed water flow falling into the absorption basin is reduced layer by layer, and the impact damage is prevented.
(2) The flow state of the water flow entering the stilling pool from the downstream is stable, and the turbulent fluctuation of the water flow is reduced.
(3) Greatly reduces the water flow energy and prevents the impact damage to downstream riverbeds, revetments, side slopes and the like.
(4) The construction of downstream energy dissipaters is reduced, and the construction cost is reduced.
Drawings
Fig. 1 is an elevational view of the overall structure of the present invention.
Fig. 2 is a plan view of a cord portion.
The reference numbers in the figures: 1-gate, 2-dam top, 3-overflow dam surface, 4-flip bucket, 5-dam toe, 6-stilling basin, 7-stilling bucket front end, 9-reinforcing ring and 10-rope.
Detailed Description
The invention is further described with reference to the following figures and detailed description.
Example 1: as shown in fig. 1-2, an energy dissipation device for a water release structure comprises a gate 1, a dam crest 2, an overflow dam face 3, a flip bucket 4, a dam toe 5, a stilling pool 6, a stilling bucket front end 7, reinforcing steel bars, reinforcing steel bar rings 9 and ropes 10;
the gate 1 is arranged at the upper end of the dam crest 2, the gate 1 is connected with the dam crest 2 when closed, the overflow dam face 3 is connected at the downstream of the dam crest 2, the lower end of the overflow dam face 3 is connected with the flip bucket 4, a dam toe 5 is arranged between the overflow dam face 3 and the flip bucket 4 and the foundation, the downstream of the flip bucket 4 is connected with the stilling pool 6, the downstream of the stilling pool 6 is connected with the front end 7 of the stilling pool, the dam toe 5 is connected with the pool bucket at the upstream of the stilling pool 6, a plurality of layers of ring reinforcements are inserted into the dam toe 5 at intervals from top to bottom, the number of the ring reinforcements in each layer is a plurality of ring reinforcements are distributed at intervals, the end part of each ring reinforcement is provided with a reinforcement ring 9 exposed out of the upstream pool bucket of the stilling pool 6, a plurality of layers of ring reinforcements are inserted into the front end 7 of the stilling pool at intervals from top to bottom, the number of the ring reinforcements in each layer is a plurality of ring reinforcements and distributed at, the number of layers of the inserted ring-shaped steel bars of the dam toe 5, the number of the ring-shaped steel bars in each layer and the interval of the ring-shaped steel bars in each layer are the same as the number of layers of the inserted ring-shaped steel bars at the front end 7 of the force eliminating bank and the number of the ring-shaped steel bars in each layer and the interval of the ring-shaped steel bars in each layer, the steel bar rings 9 of the inserted ring-shaped steel bars of the dam toe 5 are bound and connected with the steel bar rings 9 of the inserted ring-shaped steel bars at the front end 7 of the corresponding force eliminating bank.
The gate 1 is used for water blocking and drainage. After the gate 1 is opened at the upstream for water discharge, the high-speed downward discharge water flow rushing into the absorption basin 6 is firstly carried by the ropes 10, and the water flow impacting on the surfaces of the ropes 10 reduces kinetic energy through each layer of the ropes 10 and has a buffering effect on the impact force of the water flow.
Furthermore, the included angle between the extension line of the ring-shaped steel bar inserted into the dam toe 5 and the horizontal line of the bottom of the stilling pool 6 is an acute angle. The included angle is an acute angle to reduce the shearing stress generated at the joint of the upstream pool ridge of the stilling pool 6 and the reinforcing steel ring 9 under the impact of the downward-discharged high-speed water flow, so that the concrete structure at the upstream pool ridge of the stilling pool 6 is ensured to be well stressed, and the shearing damage is prevented.
Further, the reverse arc section of the flip bucket 4 adopts a circular arc curve, and the middle straight line section of the overflow dam face 3 is tangent to the upper overflow curve of the dam crest 2 and the reverse arc curve of the flip bucket 4 at the lower part respectively. The reverse arc section of the flip bucket 4 adopts an arc curve, so that high-speed water flow discharged downwards along the dam can be turned, and energy dissipation is facilitated. The higher the dam body is, the higher the flow speed at the reverse arc position is, and the larger the reverse arc radius is.
Further, the adjacent layers of the ring-shaped steel bars inserted into the dam toe 5 and the ring-shaped steel bars inserted into the front end 7 of the absorption sill have equal intervals, and the intervals between two adjacent ring-shaped steel bars in the same layer are equal. The ropes 10 are arranged at equal intervals to ensure that the hydraulic condition of the ropes 10 impacted by the downward high-speed water flow is good, so that the downward water flow can be uniformly reduced among the ropes 10 layer by layer, and the condition of overlarge local stress is prevented.
Furthermore, the rope 10 is preferably made of hemp rope which is strong in tensile strength, acid and alkali resistance, cold resistance, easy to assemble and disassemble and binding, economical and practical.
Furthermore, the ring-type steel bars are stainless steel bars, and the surface of the steel bar ring 9 is sprayed with anticorrosive paint. Since the reinforcing rings 9 are exposed to the outside of the concrete and are in contact with water, the sprayed anticorrosive paint can effectively prevent corrosion.
In the specific installation process of the invention, the number and the position of the ropes 10 arranged along the axial direction of the dam are determined according to the number of the inserted ribs and the downstream dam width, and the length of the ropes 10 is determined according to the length of the stilling pool. The number of the layers of the ropes 10 and the number of the ropes in each layer are uniformly distributed according to the actual downstream dam height, dam width and valley terrain conditions. The length, height and width of the stilling pool 6 are calculated and arranged according to the height of the flip bucket 4, the length of a flip distance, the geological conditions of a site and a hydraulics empirical formula. The number and the intervals of the ring-shaped steel bar inserting ribs meet the corresponding design and adoption specifications, and potential safety hazards to the dam body are avoided.
The energy dissipation method of the energy dissipation device of the water release structure comprises the following steps:
step 1: when water needs to be discharged, the gate 1 is opened to discharge water;
step2, the high-speed downward-discharged water sequentially flows through the overflow dam surface 3 and the flip bucket 4 and then impacts the ropes 10, and the water flow impacting on the surfaces of the ropes 10 flows through the stilling pool 6 after energy dissipation of each layer of the ropes 10;
step 3: the water flow flowing out of the stilling basin 6 flows through the front end 7 of the stilling sill and then flows out stably.
The invention arranges the laminated ropes between the toe part of the dam and the energy dissipater of the energy dissipation section. When the high-speed downward-discharging water flow passes through the flip bucket, the ropes 10 arranged at the downstream of the dam receive the water flow, the kinetic energy of the water flow impacting on the surfaces of the ropes 10 is reduced by passing through each layer of the ropes, and the impact force of the water flow is buffered. The invention can reduce the scouring of the downstream riverbed, bank slope and buildings caused by the downward flow when the water release structure releases water, improve the water conservancy condition, ensure the energy dissipation efficiency and the safety of the downstream building, reduce the construction amount of energy dissipaters and reduce the construction cost of the project.
While the present invention has been described in detail with reference to the embodiments shown in the drawings, the present invention is not limited to the embodiments, and various changes can be made without departing from the spirit and scope of the present invention.
Claims (4)
1. An energy dissipation device of a water release structure is characterized in that: the dam comprises a gate (1), a dam crest (2), an overflow dam face (3), a flip bucket (4), a dam toe (5), a stilling basin (6), a stilling bucket front end (7), reinforcing steel bars, reinforcing steel bar rings (9) and ropes (10);
the gate (1) is arranged at the upper end of the dam crest (2), the gate (1) is connected with the dam crest (2) when closed, the overflow dam face (3) is connected with the downstream of the dam crest (2), the lower end of the overflow dam face (3) is connected with the flip bucket (4), dam toes (5) are arranged between the overflow dam face (3) and the flip bucket (4) and the foundation, the downstream of the flip bucket (4) is connected with the stilling pool (6), the downstream of the stilling pool (6) is connected with the front end (7) of the stilling pool, the dam toes (5) are connected with the pool bucket at the upstream of the stilling pool (6), a plurality of layers of ring reinforcements are inserted into the dam (5) at intervals from top to bottom, the number of each layer of ring reinforcements are a plurality of rings and are distributed at intervals, the end part of each ring reinforcement is provided with a reinforcement ring (9) exposed out of the upstream pool of the stilling pool (6), a plurality of layers of ring reinforcements are inserted into the front end (7) at intervals from, the number of the ring-carrying steel bars in each layer is a plurality of and the ring-carrying steel bars are distributed at intervals, the end part of each ring-carrying steel bar is provided with a steel bar ring (9) exposed out of a pool sill at the downstream of the stilling pool (6), the number of layers of the ring-carrying steel bars inserted into the dam toe (5) and the number and the intervals of the ring-carrying steel bars in each layer are the same as those of the ring-carrying steel bars in each layer, and the steel bar ring (9) with the ring-carrying steel bars inserted into the dam toe (5) is bound and connected with the steel bar ring (9) with the ring-carrying steel bars inserted into the corresponding stilling pool front end (7) through a rope (10);
the included angle between the extension line of the ring-shaped steel bar inserted into the dam toe (5) and the horizontal line where the bottom of the stilling pool (6) is located is an acute angle;
the reverse arc section of the flip bucket (4) adopts a circular arc curve, and the middle straight line section of the overflow dam face (3) is tangent to the upper overflow curve of the dam crest (2) and the reverse arc curve of the flip bucket (4) at the lower part respectively;
the interval between adjacent layers of the ring-shaped reinforcing steel bars inserted into the dam toe (5) and the ring-shaped reinforcing steel bars inserted into the front end (7) of the absorption sill is equal, and the interval between two adjacent ring-shaped reinforcing steel bars in the same layer is equal.
2. A water release building energy dissipater as claimed in claim 1, wherein: the rope (10) is hemp rope.
3. A water release building energy dissipater as claimed in claim 1, wherein: the ring-type steel bars adopt stainless steel bars, and anticorrosive paint is sprayed on the surface of the steel bar ring (9).
4. A method of dissipating energy from a drainage building energy dissipater as claimed in any one of claims 1 to 3, wherein: the method comprises the following steps:
step 1: when water needs to be discharged, the gate (1) is opened to discharge water;
step2, the high-speed downward-discharged water sequentially flows through the overflow dam surface (3) and the flip bucket (4) and then impacts the ropes (10), and the water flow impacting on the surfaces of the ropes (10) flows through the stilling basin (6) after energy dissipation of each layer of ropes (10);
step 3: the water flow flowing out of the stilling pool (6) flows through the front end (7) of the stilling sill and then stably flows out.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910297380.2A CN110029636B (en) | 2019-04-15 | 2019-04-15 | Energy dissipation device and method for water release structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910297380.2A CN110029636B (en) | 2019-04-15 | 2019-04-15 | Energy dissipation device and method for water release structure |
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| CN110029636A CN110029636A (en) | 2019-07-19 |
| CN110029636B true CN110029636B (en) | 2021-04-06 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| SU872631A2 (en) * | 1980-03-24 | 1981-10-15 | Украинское Отделение Всесоюзного Ордена Ленина Проектно-Изыскательского И Научно-Исследовательского Института "Гидропроект" Им. С.Я.Жука | Water flow energy attenuator |
| CN104480911B (en) * | 2014-10-24 | 2017-01-18 | 河海大学 | Flexible foundation energy dissipater structure |
| CN104652380B (en) * | 2015-01-22 | 2016-09-28 | 河海大学 | A kind of based on the supporting flood discharge becoming gradient spillway |
| CN204475286U (en) * | 2015-03-10 | 2015-07-15 | 丰顺县梅丰水电发展有限公司 | Novel hydropower absorption basin structure |
| CN205676859U (en) * | 2016-06-03 | 2016-11-09 | 国网新疆电力公司疆南供电公司 | Grid energy dissipation type flood discharge device |
| CN206128018U (en) * | 2016-11-02 | 2017-04-26 | 三峡大学 | Reticular fiber concrete structure's supplementary dissipation structure |
| CN206503125U (en) * | 2016-12-30 | 2017-09-19 | 史超群 | A kind of Novel water conservancy project energy dissipater structure |
| CN107044111B (en) * | 2017-01-09 | 2020-11-06 | 山东大学 | Three-dimensional grid structure for draining water gravity dam energy dissipation and energy dissipation method |
| CN208533446U (en) * | 2018-03-16 | 2019-02-22 | 蒋益龙 | A kind of discharge structure structure of water conservancy |
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