CN115369815B - Energy dissipation structure with various flood discharge energy dissipation modes and energy dissipation method - Google Patents
Energy dissipation structure with various flood discharge energy dissipation modes and energy dissipation method Download PDFInfo
- Publication number
- CN115369815B CN115369815B CN202210949872.7A CN202210949872A CN115369815B CN 115369815 B CN115369815 B CN 115369815B CN 202210949872 A CN202210949872 A CN 202210949872A CN 115369815 B CN115369815 B CN 115369815B
- Authority
- CN
- China
- Prior art keywords
- water
- flood discharge
- flow
- energy dissipation
- falling
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 230000021715 photosynthesis, light harvesting Effects 0.000 title claims abstract description 130
- 238000000034 method Methods 0.000 title claims abstract description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 168
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 45
- 238000013461 design Methods 0.000 claims description 34
- 238000004364 calculation method Methods 0.000 description 10
- 238000010521 absorption reaction Methods 0.000 description 6
- 238000007599 discharging Methods 0.000 description 5
- 230000001066 destructive effect Effects 0.000 description 4
- 238000005273 aeration Methods 0.000 description 3
- 230000007797 corrosion Effects 0.000 description 3
- 238000005260 corrosion Methods 0.000 description 3
- 238000004458 analytical method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000001012 protector Effects 0.000 description 2
- 238000009991 scouring Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 238000000889 atomisation Methods 0.000 description 1
- 230000037237 body shape Effects 0.000 description 1
- 230000001680 brushing effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000004659 sterilization and disinfection Methods 0.000 description 1
- 230000000472 traumatic effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/16—Fixed weirs; Superstructures or flash-boards therefor
-
- 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)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Sewage (AREA)
Abstract
The invention discloses an energy dissipation structure with various flood discharge energy dissipation modes, which comprises a falling bank stilling pool, an overflow weir, an upstream water discharge building and a downstream river channel; the upstream drainage building is arranged at the upstream of the falling bank stilling pool, the overflow weir is arranged at the downstream of the falling bank stilling pool, and the downstream river channel is arranged at the downstream of the overflow weir; the lower part of overflow weir is equipped with the bottom hole, the bottom exit in bottom hole is equipped with and picks the nose bank. Also disclosed is an energy dissipation method having multiple flood discharge energy dissipation modes. The flood discharge energy dissipation structure can realize the combined application of the three energy dissipation forms of underflow energy dissipation, overflow energy dissipation and collision energy dissipation, furthest eliminates the kinetic energy of the lower water discharge flow, improves the energy dissipation efficiency, and obviously reduces the damage of water flow to a river channel.
Description
Technical Field
The invention relates to a dam flood discharge energy dissipation technology, in particular to an energy dissipation structure with various flood discharge energy dissipation modes and an energy dissipation method.
Background
In the hydraulic and hydroelectric engineering, the water-draining building carries huge energy when draining, and the concentrated disinfection is required to be completed in a short range, if the treatment is careless, water damage accidents such as flood-draining energy-dissipating building damage, river slope collapse and the like can be caused, and the safe operation of the hydraulic and hydroelectric engineering is influenced. In contrast, in the construction of engineering hub investment, the investment cost of the flood discharge energy dissipation building is very high, and some projects even account for 1/3 of the total cost, so the structural style of the flood discharge energy dissipation building is a key for guaranteeing the safety of the hydropower engineering and fully playing the economic benefit. In southwest areas of China, most of the channels are narrow, the flow variation amplitude is large, the flow velocity of water is low when the flow is low, the picking distance is short, and the outflow water tongue hits the bank slope; the medium flow is deviated to one side of the river bank, and the river bed scouring or brushing is easy to cause the instability of the side slope; the impact force of the large-flow water flow is strong, the scouring depth of the river bed is large, and the instability of the side slopes on two banks is easy to cause. At present, three basic types of energy dissipation modes adopted by the flood discharge energy dissipation building are selected from the group consisting of overflow energy dissipation, underflow energy dissipation and surface flow energy dissipation, but only one of the three energy dissipation modes, namely overflow or underflow or surface flow, can be realized in a single flood discharge energy dissipation building/flow passage, and no structural type of various energy dissipation modes is adopted in the single flood discharge energy dissipation building/flow passage. In order to ensure the water discharging safety of the hydroelectric engineering, optimize the junction arrangement, reduce the engineering investment, improve the energy dissipation efficiency and reduce the damage of water flow to the river channel, a flood discharging energy dissipation building with multiple energy dissipation forms is needed.
Chinese patent application publication No. CN103669301a discloses a double-deck dispersed high-low bank stilling pool, it includes and falls bank rivers entrance, stilling pool tail and protector, fall bank rivers entrance by alternate arrangement high bank spillway hole and low bank spillway hole and be located the partition wall between high bank spillway hole and the low bank spillway hole and constitute, stilling pool includes upper strata stilling pool and lower floor stilling pool, upper strata stilling pool links to each other with rivers entrance and upper strata stilling pool bottom plate elevation is the same with low bank spillway hole exit end elevation, lower floor stilling pool is located behind the upper strata stilling pool and lower floor stilling pool bottom plate elevation is less than upper strata stilling pool, stilling pool tail is located the afterbody of stilling pool, protector links to each other with stilling pool tail. The absorption basin can reduce the impact of the downward leakage flow on the front section of the absorption basin, homogenize the concentrated energy absorption area of the front half part of the absorption basin, achieve the effect of double-layer dispersed energy absorption, and eliminate the phenomena of severe turbulence and large water surface fluctuation of the concentrated energy absorption area. The double-layer dispersion energy dissipation forms of the invention are underflow energy dissipation structures and are still single-form energy dissipation structures.
Disclosure of Invention
The invention aims to provide a method for realizing the combination of three energy dissipation forms of underflow energy dissipation, overflow energy dissipation and collision energy dissipation in a single flood discharge energy dissipation runner, so as to further improve the energy dissipation efficiency of a flood discharge energy dissipation building.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
an energy dissipation structure with a plurality of flood discharge energy dissipation modes comprises a falling ridge energy dissipation pool, an overflow weir, an upstream water discharge building and a downstream river channel; the upstream drainage building is arranged at the upstream of the falling bank stilling pool, the overflow weir is arranged at the downstream of the falling bank stilling pool, and the downstream river channel is arranged at the downstream of the overflow weir; the structure is characterized in that: the lower part of overflow weir is equipped with the bottom hole, the bottom exit in bottom hole is equipped with and picks the nose bank.
The flood discharge energy dissipation building adopts the structural body shape of 'a falling ridge stilling pool + a bottom hole + an overflow weir'. The water flow state in the stilling pool is: the upper water body is discharged through the top of the overflow weir, and the lower water body is discharged through the bottom hole, so that the basic form of double-layer mixed flow is presented. The flow velocity of the bottom plate of the stilling pool can be reduced by using the stilling pool of the falling sill, so that the cavitation erosion risk of the wall surface is reduced; the overflow weir is beneficial to smooth outflow of high-speed water flow, so that a diversion tongue is formed; the bottom hole facilitates the water flow through the bottom hole to form the injection jet. The overflow flow of the overflow weir is controlled by adjusting the height/water retaining area of the overflow weir and the curve of the surface of the overflow weir, and the complete hydraulic jump/forced hydraulic jump is ensured to be formed in the stilling pool by adjusting the height/orifice area of the bottom hole.
The water flow in the upstream reservoir area leaks downwards through an upstream water drainage building, and a hydraulic jump is formed in the falling sill energy dissipation pool so as to realize underflow energy dissipation; the overflow weir is formed after the falling ridge relief Chi Shuiliu overflows the overflow weir, and the overflow water tongue realizes the overflow energy dissipation in the air; the water flow of the drop sill stilling pool is formed with a jet-jet flow through a bottom hole drainage flow with a jet sill at the lower part of the overflow weir, and a bottom hole outflow water tongue and a jet water tongue are intersected in the air to realize collision energy dissipation. The combined application of the three energy dissipation forms of underflow energy dissipation, trajectory flow energy dissipation and collision energy dissipation maximally eliminates the kinetic energy of the lower drainage flow, improves the energy dissipation efficiency, and obviously reduces the destructive power of the water flow to the river channel. Because a part of water in the falling weir stilling pool is discharged from the bottom hole of the overflow weir, the volume of the water participating in the underflow stilling is reduced, the hydraulic jump length and the second conjugate water depth are reduced, thereby being capable of compressing the stilling pool and the overflow weir scale and reducing engineering investment. The bottom hole outflow water tongue and the diversion water tongue are in intersection collision in the air, the water tongue is spalled into broken water bodies, and the damage to side slopes on two sides of a river channel is obviously reduced.
Specifically, one side of the weir crest of the overflow weir, which faces the incoming flow direction of the flood discharge water flow, is a curved surface. The device is arranged into a curved surface structure, and the emergent angle of the diversion tongue can be controlled by adjusting the curve.
Specifically, the angle of the flip bucket is 15-30 degrees. The angle of the flip bucket is the included angle between the bucket end tangential direction and the horizontal direction of the flip bucket, the angle of the flip bucket is set to be 15-30 degrees, so that the pressurized flip jet flow of the bottom hole collides with the flip water tongue of the upper weir crest, the horizontal position and the elevation of the collision point can be effectively controlled, and the collision energy dissipation efficiency can be greatly improved.
Specifically, the falling sill stilling pool is arranged at the position of 1/4-1/3 of the water level of the upstream reservoir area. And controlling the flow rate of water flow entering the falling ridge stilling pool in the upstream reservoir area to be not more than 35m/s, so that no aeration corrosion reducing facility is required to be arranged in the flood discharging energy dissipating building.
Specifically, both sides of the upstream drainage building, the downstream river channel, the falling sill stilling pool and the overflow weir are provided with side walls.
In order to more scientifically and in detail determine reasonable values of the height of the bottom hole, the height of the overflow weir, the opening rate of the bottom hole, the length of the falling sill stilling pool and the falling sill height of the falling sill stilling pool under different design flow rates, the research carries out hydraulic model test and hydraulic numerical simulation analysis and calculation, and determines that the design single width flow rate is 100-400 m 3 And when the ratio/s.m is changed from low to high, under the condition that a stable submerged hydraulic jump slightly submerged in the stilling pool is formed, calculating the height of the bottom hole, the height of the overflow weir, the opening rate of the bottom hole, the length of the stilling pool and the stilling height of the stilling pool. Wherein, the bottom hole split flow is about 1/3 of the design maximum single-width flow.
Preferably, the following relation is satisfied between the height of the bottom hole and the flow rate of the designed flood discharge water flow: e=0.0101q+0.9964, r 2 = 0.9988; wherein e isThe height of the bottom hole is the height difference between the top and the bottom of the bottom hole; q is the single wide flow rate of the design flood discharge flow, which is the design flood discharge flow rate divided by the water width.
Preferably, the following relation is satisfied between the height of the overflow weir and the flow rate of the designed flood discharge water flow: t=0.0243q+13.429, r 2 =0.9948; wherein T is the height of the overflow weir, q is the single-width flow of the designed flood discharge flow, and the single-width flow is the flow of the designed flood discharge flow divided by the water width.
Preferably, the following relation should be satisfied between the opening ratio of the bottom hole and the designed flood discharge water flow: e/t=0.0203 q 0.3953 ，R 2 = 0.9988; wherein e is the height of the bottom hole and is the height difference between the top and the bottom of the bottom hole; t is the height of the overflow weir, and e/T is the aperture ratio of the bottom hole; q is the single wide flow rate of the design flood discharge flow, which is the flow rate of the design flood discharge flow divided by the water width.
Preferably, the length of the falling sill stilling pool and the flow of flood discharge water flow are combined as follows:wherein L is the length of the falling sill stilling pool, H 1 Is the first conjugate water depth. Combining the relation between the height T of the overflow weir and the single wide flow q of the designed flood discharge water flow to obtain the single wide flow q of the designed flood discharge water flow and the first conjugate water depth H in the combined type 1 Is a relation of (2); the first conjugate water depth H can be calculated according to the single wide flow q of the designed flood discharge water flow 1 Then according to the first conjugate water depth H 1 And calculating the length L of the falling ridge stilling pool.
Preferably, the following relation should be satisfied between the height of the falling ridge stilling pool and the designed flood discharge water flow: d= 0.1628q 0.6606 The method comprises the steps of carrying out a first treatment on the surface of the Wherein d is the height of the falling ridge stilling pool. The relation between the height T of the overflow weir and the single wide flow q of the designed flood discharge water flow and the relation between the height of the falling ridge stilling pool and the designed flood discharge water flow can be deduced by combining the experience of the height of the falling ridge stilling poolIs of the formula.
Based on the same inventive concept, the invention also provides an energy dissipation method with various flood discharge energy dissipation modes. The energy dissipation structure with various flood discharge energy dissipation modes is applied, and comprises the following steps:
step S1, water in an upstream reservoir area flows downwards through the upstream drainage building and enters the falling sill stilling pool to form a hydraulic jump in the falling sill stilling pool so as to realize underflow stilling;
step S2: and i, when the flow rate of the water flow in the upstream reservoir area is less than or equal to 1/3 of the maximum flow rate of the flood discharge energy dissipation structure design, discharging all the water flow in the upstream reservoir area from the bottom hole.
Ii, when the water flow rate of the upstream reservoir area is greater than 1/3 of the maximum flow rate of the flood discharge energy dissipation structure design, the water flow in the falling ridge energy dissipation pool flows through the overflow weir to form a diversion water tongue, and the diversion water tongue realizes diversion energy dissipation in the air; and water flow in the falling sill stilling pool is formed with a pressing and picking ejection flow through the bottom hole drainage, and the bottom hole outflow water tongue is intersected with the picking water tongue to realize collision energy dissipation.
When the water flow rate of the upstream reservoir area is less than or equal to 1/3 of the maximum flow rate of the flood discharge energy dissipation structure design, the water flow is discharged from the bottom hole at the lower part of the overflow weir, the flow rate of the water tongue outflow can be improved by the pressure jet flow, the jet distance is increased, and the impact on two bank slopes is avoided. When the water flow rate of the upstream reservoir area is greater than 1/3 of the maximum flow rate of the design of the flood discharge energy dissipation structure, the overflow weir participates in the flood discharge, the overflow tongue of the weir crest and the bottom hole are in pressure to choose the jet flow to collide in the air, and the overflow weir tongue is pushed to the central line position of the river channel, so that the two bank slopes are prevented from being hit.
Specifically, the falling ridge stilling pool is arranged at the position of 1/4-1/3 of the water level of the upstream reservoir area, the flow rate of water flow entering the falling ridge stilling pool is controlled to be not more than 35m/s, and then no aeration corrosion reducing facility is required to be arranged in the flood discharge stilling building.
Specifically, the bottom hole outflow water tongue collides with the diversion water tongue in the air, and the water tongue collision point is controlled at the position of 2/3-3/4 of the water level of the upstream reservoir area, so that the collision point is positioned above the water surface of the downstream river. Because the flow speed of the water tongue of the weir roof is smaller than the exit flow speed of the pressed jet flow of the bottom hole, the exit angle of the water tongue is controlled by adjusting the curved surface shape of the overflow weir, and the exit angle of the water flow of the bottom hole is controlled by controlling the exit angle of the water ridge of the bottom hole, so that two water flows collide in the air, the collision point of the water tongue is controlled at the position of 2/3-3/4 of the total water head, the collision point is ensured to be positioned above the water surface of a downstream river channel, the water tongue entering the river channel is a water body scattered after collision, the flood discharge atomization strength formed by splashing of the water tongue is weakened, and meanwhile, the destructive power to side slopes of two banks of a flood discharge energy dissipation building is obviously reduced.
Compared with the prior art, the invention has the beneficial effects that:
1. the energy dissipation structure with various flood discharge energy dissipation modes can realize the combined application of the underflow energy dissipation, the overflow energy dissipation and the collision energy dissipation, furthest eliminates the kinetic energy of the lower drainage flow, improves the energy dissipation efficiency, and obviously reduces the damage of the water flow to the river channel.
2. In the energy dissipation structure with various flood discharge energy dissipation modes, as a part of water in the falling ridge energy dissipation pool is discharged from the bottom hole of the overflow weir, the volume of the water involved in the underflow energy dissipation is reduced, the water jump length and the second conjugate water depth are reduced, so that the scales of the energy dissipation pool and the overflow weir can be compressed, and the engineering investment is reduced.
3. The energy dissipation structure with various flood discharge energy dissipation modes can realize the intersection collision of the bottom hole outflow water tongue and the diversion water tongue in the air, the water tongue is spalled into broken water bodies, and the destructive power to side slopes on two sides of a river channel is obviously reduced.
4. In the energy dissipation structure with various flood discharge and energy dissipation modes, the angle of the flip bucket is set to be 15-30 degrees, so that the pressurized flip jet flow of the bottom hole collides with the flip water tongue of the upper weir crest, the horizontal position and the elevation of the collision point can be effectively controlled, and the collision energy dissipation efficiency can be greatly improved.
5. The energy dissipation structure with various flood discharge energy dissipation modes provides hydraulic parameter calculation methods for the height of an overflow weir, the opening of a bottom hole, the opening ratio of the bottom hole, the length of a falling sill energy dissipation pool and the height of the falling sill energy dissipation pool under the condition of designing single wide flow, so that submerged hydraulic leaps are formed in the energy dissipation pool, and the efficiency of underflow energy dissipation is ensured.
6. When the water flow rate of the upstream reservoir area is less than or equal to 1/3 of the maximum flow rate of the flood discharge energy dissipation structure design, the water flow is discharged from the bottom hole at the lower part of the overflow weir, the flow rate of the water tongue outflow can be improved by the pressure jet flow, the jet distance is increased, and the impact on two bank slopes is avoided.
7. When the water flow rate of the reservoir area is greater than 1/3 of the maximum flow rate of the flood discharge energy dissipation structure design, the overflow weir participates in the flood discharge, the overflow tongue of the weir crest and the bottom hole are in pressure to choose the jet flow to collide in the air, and the overflow weir tongue is pushed to the central line position of the river channel, so that the two bank slopes are prevented from being hit.
8. According to the energy dissipation method with various flood discharge energy dissipation modes, the falling ridge energy dissipation pond is arranged at the position of 1/4-1/3 of the water level of the upstream reservoir area, and the flow rate of water flow entering the falling ridge energy dissipation pond in the upstream reservoir area is controlled to be not more than 35m/s, so that no aeration corrosion reduction facility is required to be arranged in the flood discharge energy dissipation building.
Drawings
FIG. 1 is a schematic cross-sectional view of an energy dissipating structure of the present invention along the direction of water flow with multiple modes of flood discharge and energy dissipation;
FIG. 2 is a schematic plan view of FIG. 1;
FIG. 3 is a schematic plan view of the weir of FIG. 1;
FIG. 4 is a schematic illustration of the hydraulic parameter identifiers of FIG. 1;
FIG. 5 is a graph of the height of the overflow weir in FIG. 1 versus the design single wide flow of the flood discharge stream;
FIG. 6 is a graph of bottom hole height versus design single wide flow of flood discharge water flow of FIG. 1;
FIG. 7 is a graph of the open area of the bottom hole of FIG. 1 versus the design single wide flow of the flood discharge stream;
FIG. 8 is a graph of the overflow capacity at the top of the weir of FIG. 1 as a function of the head of the weir.
In the figure, a 1-traumatic stress relief pool; 2-overflow weir; 3-bottom hole; 4-flip bucket; 5-an upstream drainage building; 6-downstream river course; 7-side walls; i-underflow energy dissipation; II, jet flow energy dissipation; III, energy dissipation by collision; IV-adding water, shearing and mixing to dissipate energy.
Detailed Description
The invention will be described in detail below with reference to the drawings in connection with embodiments. It should be noted that, without conflict, the embodiments of the present invention and features of the embodiments may be combined with each other. For convenience of description, the words "upper", "lower", "left" and "right" are used hereinafter to denote only the directions corresponding to the upper, lower, left, and right directions of the drawings, and do not limit the structure.
As shown in fig. 1 to 3, an energy dissipation structure with various flood discharge energy dissipation modes comprises a falling ridge energy dissipation tank 1, an overflow weir 2, an upstream water discharge building 5 and a downstream river channel 6, wherein side walls 7 are arranged on two sides of the upstream water discharge building 5, the downstream river channel 6, the falling ridge energy dissipation tank 1 and the overflow weir 2. The upstream drainage building 5 is arranged at the upstream of the falling bank stilling pool 1, the overflow weir 2 is arranged at the downstream of the falling bank stilling pool 1, and the downstream river channel 6 is arranged at the downstream of the overflow weir 2. The weir crest curve of the overflow weir 2 consists of a WES weir surface curve section and a weir surface straight line section, a bottom hole 3 is arranged at the lower part of the overflow weir 2, a flip bucket 4 is arranged at the bottom outlet of the bottom hole 3, and the flip bucket 4 has an angle of 20 degrees. As shown in FIG. 4, the bottom hole 3 has a height e of 2.6m, a width of 9.0m and a total aperture area of 23.4m 2 . The water flow rate in the upstream drainage building 5 is 1600m 3 The width of the upstream drainage building 5 is 10.0m, and the single-width flow q is 160m 3 S.m; the flow velocity of water flowing into the falling ridge stilling pool 1 is 18m/s, the falling ridge height d of the falling ridge stilling pool 1 is 4.2m, and the height T of the overflow weir 2 is 17.5m; the outlet height of the flip bucket 4 is 0.5m.
The water flow in the upstream reservoir area is discharged downwards through an upstream water discharge building 5, and then the energy dissipation pool 1 is subjected to underflow energy dissipation I; after water in the falling ridge stilling pool 1 flows through the overflow weir 2, a diversion water tongue is formed, and the diversion water tongue realizes diversion energy dissipation II in the air; the water flow passes through the bottom hole 3 of the overflow weir 2 to cause the jet flow with pressure, and meanwhile, the jet sill 4 of the bottom hole 3 enables the jet flow with pressure to form a jet with a certain angle, and the jet flow collides with the jet water tongue on the top of the overflow weir 2 to dissipate energy III, so that the water flow is enabled to dissipate energy fully. The curve overflow weir 2 is suitable for the drainage with larger flow speed, and can make the outflow state smoother; the area of a single bottom hole 3 is larger, the shunt capacity is large, and the volume of water body participating in the underflow energy dissipation I is reduced, so that the scales of the falling sill energy dissipation tank 1 and the overflow weir 2 are compressed, and the engineering investment is reduced; meanwhile, the flip bucket 4 of the bottom hole 3 can increase the flip distance in small flow, so that the bank slope is prevented from being hit, and in large flow, the bottom hole 3 can be enabled to jet upwards to promote the jet to flip with the weir crest to collide with the energy dissipation III. As shown in fig. 1, the water flow forms a multi-stage energy dissipation section in the discharging process, and the multi-stage energy dissipation section comprises the following components in sequence from top to bottom: the first-stage underflow energy dissipation I, the second-stage air trajectory energy dissipation II, the third-stage air collision energy dissipation III and the fourth-stage water shearing and mixing energy dissipation IV furthest dissipate the kinetic energy of the lower drainage flow, improve the energy dissipation efficiency and obviously reduce the destructive power of the water flow to a river channel.
In order to more scientifically and in detail determine reasonable values of the lengths L of the falling weir stilling ponds 1, the heights T of the overflow weirs 2 and the sizes of the bottom holes 3 of different design flows, a hydraulic model test and hydraulic numerical simulation analysis and calculation are carried out. Determining the design single-width flow q from 100 to 400m 3 And when the ratio/s.m is changed from low to high, the calculation method of the parameters such as the length L of the falling sill stilling pool 1, the height T of the overflow weir 2 and the like is ensured under the condition that the water flow forms a stable submerged water jump slightly submerged in the falling sill stilling pool 1. Reasonable values of relevant parameters of the height T of the overflow weir 2, the height e of the bottom hole 3 and the opening rate e/T under different design single-width flow q are shown in the following table, and the shunt quantity of the bottom hole 3 under each calculation scheme is about 1/3 of the design maximum drainage quantity. The design single-width flow q is the design flood discharge flow divided by the water width.
Through experimental calculation data, a relational expression of the height T of the overflow weir 2, the height e of the bottom hole 3, the opening rate e/T of the bottom hole 3 and the design single-width flow q can be obtained by fitting, and according to the relational expression, the overflow can be calculated by the flow discharged under the design of the flood discharge energy dissipation structureThe height of the overflow weir 2 and the aperture ratio of the bottom hole 3 are related parameters, so that the structures of the overflow weir 2 and the bottom hole 3 meeting the requirements can be conveniently designed. As shown in figures 5-7, the relation curve of the overflow weir height T and the design single-width flow q of the flood discharge water flow, the relation curve of the bottom hole height e and the design single-width flow q of the flood discharge water flow and the relation curve of the opening rate e/T of the bottom hole and the design single-width flow q of the flood discharge water flow are respectively obtained through fitting curves, the empirical relation between the overflow weir height T, the bottom hole height e, the opening rate e/T of the bottom hole and the design single-width flow q is shown as follows, and the fitting correlation coefficient R is shown as follows 2 All are larger than 0.99, and the correlation is better:
T＝0.0243q+13.429，(R 2 ＝0.9948) (1-1)
e＝0.0101q+0.9964，(R 2 ＝0.9988) (1-2)
e/T＝0.0203q 0.3953 ，(R 2 ＝0.9988) (1-3)
the overflow quantity q of the overflow weir 2 weir crest under each designed single wide flow can be obtained through calculation Weir flow The calculated values for the water head h over the weir are shown in the table below. After the height T of the overflow weir 2 and the opening of the bottom hole 3 are controlled by design, the split flow control of the bottom hole 3 is about 1/3 of the designed maximum down-flow rate, and the overflow flow q of the weir roof Weir flow About 2/3 of the total design flow q.
As shown in FIG. 8, the overflow quantity q of the overflow weir 2 weir crest can be obtained by fitting through experimental calculation data Weir flow And a relation graph of the water head h on the overflow weir 2. Obtaining the overflow quantity q of the weir crest through fitting a curve Weir flow The relation with the water head h on the weir is shown as follows, and the fitting correlation coefficient R 2 Greater than 0.99, and better correlation.
q Weir flow ＝1.9731h 1.5138 ，(R 2 ＝0.9964) (1-4)
According to the method, the second conjugate water depth H can be deduced 2 Due to the overflow q of the weir crest Weir flow About 2/3 of the design single wide flow q, thusThe water head H of the weir can be reversely pushed by designing the single-width flow q, and the second conjugate water depth H can be obtained by adding the height T of the overflow weir 2 . Wherein the second conjugate water depth H 2 The downstream water depth necessary to form the hydraulic jump is shown in particular in fig. 4.
H 2 ＝0.4883q 0.6606 +T (1-5)
Is available in tandem with formula 1-1:
H 2 ＝0.4883q 0.6606 +0.0243q+13.429 (1-6)
by H 2 The first conjugate water depth can be deduced according to an empirical formulaThen from the empirical formula l of Oletum j ＝6.9(H 2 -H 1 ) Estimating the hydraulic length l j And estimate the length L= (0.7-0.8) L of the traumatic stress relief pool 1 j . The calculation of the length L of the stilling pool of the falling sill is combined as follows:
the empirical formula is taken by calculating the height of the falling ridge at this time:
by the calculation method, a series of parameters such as the height T of the overflow weir, the height e of the bottom hole of the overflow weir, the length L of the falling sill stilling pool, the height d of the falling sill stilling pool and the like can be conveniently calculated under the condition of the known design single wide flow q, so that a slightly submerged hydraulic jump is formed in the falling sill stilling pool, and a better underflow stilling effect is ensured.
The foregoing examples are set forth in order to provide a more thorough description of the present invention, and are not intended to limit the scope of the invention, since modifications of the present invention, in which equivalents thereof will occur to persons skilled in the art upon reading the present invention, are intended to fall within the scope of the invention as defined by the appended claims.
Claims (12)
1. An energy dissipation structure with a plurality of flood discharge energy dissipation modes comprises a falling ridge energy dissipation pool (1), an overflow weir (2), an upstream water discharge building (5) and a downstream river channel (6); the upstream drainage building (5) is arranged at the upstream of the falling bank stilling pool (1), the overflow weir (2) is arranged at the downstream of the falling bank stilling pool (1), and the downstream river channel (6) is arranged at the downstream of the overflow weir (2); the method is characterized in that: a bottom hole (3) is formed in the lower portion of the overflow weir (2), and a flip bucket (4) is arranged at the bottom outlet of the bottom hole (3);
the following relation between the height of the bottom hole (3) and the flow rate of the flood discharge water flow is satisfied:
e＝0.0101q+0.9964，R 2 ＝0.9988；
wherein e is the height of the bottom hole (3), q is the single-width flow of the flood discharge water flow, and the single-width flow is the flow of the flood discharge water flow divided by the water width.
2. The energy dissipating structure of claim 1 having a plurality of flood discharge energy dissipating modes, wherein: and one side of the weir top of the overflow weir (2) facing the incoming flow direction of the flood discharge water flow is a curved surface.
3. The energy dissipating structure of claim 1 having a plurality of flood discharge energy dissipating modes, wherein: the angle of the flip bucket (4) is 15-30 degrees.
4. The energy dissipating structure of claim 1 having a plurality of flood discharge energy dissipating modes, wherein: the falling sill stilling pool (1) is arranged at the position of 1/4-1/3 of the water level of the upstream reservoir area.
5. The energy dissipating structure of claim 1 having a plurality of flood discharge energy dissipating modes, wherein: the two sides of the upstream drainage building (5), the downstream river channel (6), the falling sill stilling pool (1) and the overflow weir (2) are respectively provided with a side wall (7).
6. The energy dissipating structure of claim 1 having a plurality of flood discharge energy dissipating modes, wherein: the following relation between the height of the overflow weir (2) and the flow rate of the flood discharge water flow is satisfied:
T＝0.0243q+13.429，R 2 ＝0.9948；
wherein T is the height of the overflow weir (2), q is the single-width flow of the flood discharge water flow, and the single-width flow is the flow of the flood discharge water flow divided by the water width.
7. The energy dissipating structure of claim 1 having a plurality of flood discharge energy dissipating modes, wherein: the following relation between the opening ratio of the bottom hole (3) and the flow rate of flood discharge water flow is satisfied:
e/T＝0.0203q 0.3953 ，R 2 ＝0.9988；
wherein e is the height of the bottom hole (3), T is the height of the overflow weir (2), and e/T is the aperture ratio of the bottom hole (3); q is the single wide flow of the flood discharge stream, which is the flow of the flood discharge stream divided by the width of the water.
8. The energy dissipating structure of claim 6 having a plurality of flood discharge energy dissipating modes, wherein: the length of the falling ridge stilling pool (1) and the flow of flood discharge water flow are in the following joint type:
wherein L is the length of the falling sill stilling pool (1), H 1 Is the first conjugate water depth.
9. The energy dissipating structure of claim 6 having a plurality of flood discharge energy dissipating modes, wherein: the falling sill height of the falling sill stilling pool (1) and the flood discharge water flow rate should meet the following relation:
d＝0.1628q 0.6606 ；
wherein d is the height of the falling ridge stilling pool (1).
10. A method for dissipating energy with a plurality of flood discharge energy dissipation modes is characterized in that: use of a energy dissipating structure according to any of claims 1-9 with a plurality of flood discharge energy dissipating modes, comprising the steps of:
step S1: the water flow in the upstream reservoir area leaks downwards through the upstream drainage building (5) and enters the falling sill stilling pool (1), and a water jump is formed in the falling sill stilling pool (1) to realize underflow stilling;
step S2: when the flow rate of the water flow in the upstream reservoir area is less than or equal to 1/3 of the maximum flow rate of the flood discharge energy dissipation structure design, the water flow in the upstream reservoir area is completely discharged from the bottom hole (3); ii, when the water flow rate of the upstream reservoir area is greater than 1/3 of the maximum flow rate of the flood discharge energy dissipation structure design, the water flow in the falling ridge energy dissipation pool (1) flows through the overflow weir (2) to form a diversion water tongue, and the diversion water tongue realizes diversion energy dissipation in the air; the water flow in the falling sill stilling pool (1) is discharged through the bottom hole (3) to form a pressing and picking jet flow, and the outflow water tongue of the bottom hole (3) is intersected with the picking water tongue to realize collision energy dissipation.
11. A method of dissipating energy in a plurality of flood discharge modes according to claim 10, wherein: the falling sill stilling pool (1) is arranged at the position of 1/4-1/3 of the water level of the upstream reservoir area, and the flow rate of water flow entering the falling sill stilling pool (1) in the upstream reservoir area is controlled to be not more than 35m/s.
12. A method of dissipating energy in a plurality of flood discharge modes according to claim 10, wherein: the outflow water tongue of the bottom hole (3) collides with the diversion water tongue in the air, and the water tongue collision point is controlled at the position of 2/3-3/4 of the water level of the upstream reservoir area, so that the collision point is positioned above the water surface of the downstream river channel (6).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210949872.7A CN115369815B (en) | 2022-08-09 | 2022-08-09 | Energy dissipation structure with various flood discharge energy dissipation modes and energy dissipation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210949872.7A CN115369815B (en) | 2022-08-09 | 2022-08-09 | Energy dissipation structure with various flood discharge energy dissipation modes and energy dissipation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115369815A CN115369815A (en) | 2022-11-22 |
| CN115369815B true CN115369815B (en) | 2023-11-07 |
Family
ID=84064466
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210949872.7A Active CN115369815B (en) | 2022-08-09 | 2022-08-09 | Energy dissipation structure with various flood discharge energy dissipation modes and energy dissipation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115369815B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103898882A (en) * | 2014-04-21 | 2014-07-02 | 四川大学 | Classified pool-inlet high-dam flood discharge energy dissipater for bottom flow and energy dissipating method |
| CN111424620A (en) * | 2020-04-03 | 2020-07-17 | 中工武大设计研究有限公司 | Hydraulic energy dissipation structure and method |
| CN112281770A (en) * | 2020-11-16 | 2021-01-29 | 武汉大学 | Flood discharge structure adopting bottom hole and surface hole combined flood discharge and energy dissipation |
| CN112343016A (en) * | 2020-11-10 | 2021-02-09 | 中铁第四勘察设计院集团有限公司 | Combined energy dissipation structure of flood discharge tunnel |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SI21104B (en) * | 2001-11-27 | 2011-01-31 | Dušan CIUHA | Power plant, dam or similar water management facility flow area with enhanced dissipation effect |
-
2022
- 2022-08-09 CN CN202210949872.7A patent/CN115369815B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103898882A (en) * | 2014-04-21 | 2014-07-02 | 四川大学 | Classified pool-inlet high-dam flood discharge energy dissipater for bottom flow and energy dissipating method |
| CN111424620A (en) * | 2020-04-03 | 2020-07-17 | 中工武大设计研究有限公司 | Hydraulic energy dissipation structure and method |
| CN112343016A (en) * | 2020-11-10 | 2021-02-09 | 中铁第四勘察设计院集团有限公司 | Combined energy dissipation structure of flood discharge tunnel |
| CN112281770A (en) * | 2020-11-16 | 2021-01-29 | 武汉大学 | Flood discharge structure adopting bottom hole and surface hole combined flood discharge and energy dissipation |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115369815A (en) | 2022-11-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN205804298U (en) | A kind of drop formula energy dissipating construction being applicable to abrupt slope trapezoidal open channel draining | |
| CN101215828A (en) | High and low ridge underflow stilling basin | |
| CN112281770B (en) | Flood discharge structure adopting bottom hole and surface hole combined flood discharge and energy dissipation | |
| CN103469772B (en) | Shaft type flood spillway for reservoirs | |
| CN101538840B (en) | Trajectory jet type energy dissipater in absorption basin | |
| CN107022987A (en) | High dam spillwag chute jet vectoring structure | |
| CN202530433U (en) | Flaring pier structure of flood discharge and energy dissipation system in hydraulic and hydro-power engineering | |
| CN108221843A (en) | A kind of discharge structure structure of water conservancy | |
| CN114108575B (en) | Stepped grading spillway with energy dissipation effect | |
| CN103669301A (en) | High-low ridge stilling pool achieving double-layer disperse energy dissipation | |
| CN108005039A (en) | It is a kind of to be arranged at the energy dissipating construction for letting out groove | |
| CN200999341Y (en) | Side-wise inflow pumping station composite bottom ridge | |
| CN103410129B (en) | Multistage step drop energy dissipater structure | |
| CN109098152B (en) | Anti-cavitation facility of ladder overflow dam | |
| CN115369815B (en) | Energy dissipation structure with various flood discharge energy dissipation modes and energy dissipation method | |
| CN203429607U (en) | Combination high-low threshold stilling pool with flow deflecting structure | |
| CN101736718A (en) | Reversely bevelled flip bucket | |
| CN207597360U (en) | It is a kind of to be set to the energy dissipating construction for letting out slot | |
| Eloubaidy et al. | Dissipation of hydraulic energy by curved baffle blocks | |
| CN101538841B (en) | Differential trajectory jet energy dissipater in absorption basin | |
| CN207331645U (en) | A kind of overfall dam chosen bank and novel transition step and combined | |
| CN203603126U (en) | Double-layer dispersion energy dissipation high-and-low sill stilling pool | |
| CN112112135B (en) | Porous confluence opposite-flushing energy dissipation structure for hydraulic buildings and implementation method | |
| CN209412796U (en) | A kind of energy dissipation by hydraulic jump structure extending to stilling pond suitable for flaring gate pier | |
| CN109083107B (en) | Aeration facility for forming aeration cavity by utilizing water flow centripetal force inertia turbulence |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |