CN210395267U - Asymmetric open type spillway - Google Patents
Asymmetric open type spillway Download PDFInfo
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- CN210395267U CN210395267U CN201920921487.5U CN201920921487U CN210395267U CN 210395267 U CN210395267 U CN 210395267U CN 201920921487 U CN201920921487 U CN 201920921487U CN 210395267 U CN210395267 U CN 210395267U
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- chute
- overflow weir
- spillway
- asymmetric
- weir
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 19
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims abstract description 7
- 230000007704 transition Effects 0.000 claims description 15
- 238000011144 upstream manufacturing Methods 0.000 claims description 6
- 238000007599 discharging Methods 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 abstract description 11
- 238000012876 topography Methods 0.000 description 4
- 239000011435 rock Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000013507 mapping Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
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Abstract
The utility model discloses an asymmetric open type spillway, including the inlet channel, the overflow weir, the chute, export energy dissipation section and tailrace, the overflow weir is by left side overflow weir, the asymmetric WES overflow weir face structure that middle circular arc section overflow weir and right side overflow weir constitute, the chute is by the left side to the chute, the right side is to chute and changeover portion chute constitution, the left side is to chute and right side to the chute meet with left side overflow weir and right side overflow weir respectively, the left side is to chute and right side to the chute be asymmetric structure, the left side all connects perpendicular bank that falls to chute end and right side to the chute end, meet with the changeover portion chute, the changeover portion chute is the lower water flow adjustment region of sluicing, its plane projection is asymmetric "Y" type. The structure can make full use of terrain and geological conditions, the length of the overflow weir is arranged to the maximum extent, the excavation volume is reduced, the excavation side slope is reduced, and the engineering investment is reduced.
Description
Technical Field
The utility model relates to a hydraulic and hydroelectric engineering structure of releasing water especially relates to an asymmetric open type spillway.
Background
The spillway is a common water discharge structure and is used for discharging flood which cannot be contained in planned reservoir capacity, preventing the flood from overflowing the top of the dam and ensuring the safety of the dam. Therefore, in the hydraulic and hydroelectric engineering, a water outlet structure must be arranged. The open flood spillway is a shoreside spillway with a water inlet on a free water surface and open channel for discharging, can adapt to wider discharge and fall ranges, has stronger over-discharge capacity, and is more adopted in hydraulic and hydroelectric engineering.
The open spillway is divided into a positive trough spillway, a side trough spillway and the like. The main gutter spillway is generally composed of a water channel, an overflow weir (control section), a chute, an outlet energy dissipation section, a tail water channel and the like. Due to the limitation of terrain and geological conditions, the overflow weir cannot be close to the reservoir bank, and a water diversion channel needs to be dug in front of the overflow weir to smoothly guide reservoir water to the overflow weir. The side channel spillway generally comprises an overflow weir, a side channel, a water drainage channel, an outlet energy dissipation section and the like. The overflow weir is arranged along the contour line of the river bank, and the water flow turns 90 degrees in the side groove after flowing into the side groove which is approximately parallel to the weir through the overflow weir, and flows to the downstream through the discharge groove. When the mountain head at the dam site is high and the bank slope is steep, the limit is caused by conditions such as terrain, geology, discharge capacity and the like, the excavation volume of the side slope of the traditional straight-trough spillway and side-trough spillway is large, high side slopes are easy to form, and particularly, the side slope is easy to destabilize and difficult to treat under certain unfavorable geological conditions.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide an asymmetric open type spillway, simple structure, and ability make full use of topography, geological conditions, furthest's the length that increases the overflow weir reduces the excavation side slope when reducing the excavation square volume to solve the problem that exists among the prior art.
In order to solve the technical problem, the utility model discloses a technical scheme is: the utility model provides an asymmetric open type spillway, including the inlet channel, the overflow weir, the chute, export energy dissipation section and tailrace, the overflow weir is by left side overflow weir, the asymmetric WES overflow weir face structure that middle circular arc section overflow weir and right side overflow weir constitute, the chute comprises left lateral chute, right lateral chute and changeover portion chute, left lateral chute and right lateral chute meet with left side overflow weir and right side overflow weir respectively, left lateral chute and right lateral chute are asymmetric structure, the terminal perpendicular bank that falls that all connects of left lateral chute and right lateral chute, meet with the changeover portion chute, the changeover portion chute is the side weir rivers adjustment region that lets off, its plane projection is asymmetric "Y" type.
The left lateral drain groove and the right lateral drain groove are in trapezoidal cross sections.
The upstream edge water surface of the overflow weir is a lead straight surface.
And the upstream surfaces of the transition section drainage grooves are vertical surfaces.
The overflow weir surface of the overflow weir is formed by connecting three sections of arc surfaces with a WES curve surface and a slope ratio of 1: 0.7 straight slope.
And the longitudinal slope ratio of the end head to the end tail of the left lateral chute and the right lateral chute is 10%.
The utility model has the advantages that: the length of the overflow weir is increased to the maximum extent by fully utilizing the terrain and geological conditions; the excavation volume is reduced, the excavation side slope is reduced, and the side slope treatment engineering quantity is reduced; and the engineering investment is reduced.
Drawings
Fig. 1 is a schematic plan view of a part of an asymmetric open spillway according to the present invention;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1;
FIG. 3 is a cross-sectional view taken along line B-B of FIG. 1;
FIG. 4 is a cross-sectional view taken along line C-C of FIG. 1;
wherein: 1-left overflow weir; 2-middle arc segment overflow weir; 3-right overflow weir; 4-left lateral chute; 5-right lateral chute; 6-transition section chute; 7-vertical falling threshold; the direction indicated by the arrow is the direction of water flow.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating the invention, are given by way of illustration only.
As shown in fig. 1-4, the utility model discloses an asymmetric open type spillway, including the inlet channel, the overflow weir, the chute, export energy dissipation section and tailrace, the overflow weir is by left side overflow weir 1, the asymmetric WES overflow weir face structure that middle circular arc section overflow weir 2 and right side overflow weir 3 constitute, the chute is by left side to chute 4, right side to chute 5 and changeover portion chute 6 constitute, left side to chute 4 and right side to chute 5 meet with left side overflow weir 1 and right side overflow weir 3 respectively, left side to chute 4 and right side to chute 5 is asymmetric structure, left side to chute 4 end and right side to chute 5 end all connect and fall sill 7 perpendicularly, meet with changeover portion chute 6, changeover portion chute 6 is the side weir rivers adjustment region down, its plane projection is asymmetric "Y" type.
Preferably, the left lateral chute 4 and the right lateral chute 5 have a trapezoidal cross section. The upstream edge water surface of the overflow weir is a lead straight surface. The upstream surface of the transition section discharge chute 6 is a vertical surface.
The overflow weir surface of the overflow weir is formed by connecting three sections of arc surfaces with a WES curve surface and a slope ratio of 1: 0.7 straight slope.
The left lateral discharge groove 4 and the right lateral discharge groove 5 are respectively connected with the left overflow weir 1 and the right overflow weir 3, and the longitudinal slope ratio of the bottom plate from the end to the end is 10%.
The utility model discloses ability make full use of topography, geological conditions, furthest's the length that increases the overflow weir reduces the excavation side slope when reducing the excavation volume, reduces the engineering investment.
The following takes a certain engineering spillway adopting the technical scheme of the utility model as an example, and further explains the following steps with reference to the attached drawings:
as shown in fig. 1, in a certain spillway project, the puerto position on the south side of the reservoir and the ground elevation 165m gradually become steep towards the terrains on the two sides, and the gradient is 20-40 degrees. The left bank and the right bank of the spillway have relatively steep topography, the rock mass is exposed, the integrity of the bedrock is good, a gentle dip angle structural plane which is not beneficial to the stability of the side slopes of the two banks is not found through surface mapping and drilling exploration, although a downslope crack exists, the dip angle is steep, and the rock mass of the two banks is basically stable.
The spillway comprises a water diversion channel, an overflow weir, a chute, an outlet energy dissipation section and a tail water channel, wherein the overflow weir comprises a left overflow weir, a right overflow weir, a middle arc section overflow weir, a left lateral chute, a right lateral chute and a chute transition section. And the like.
In order to fully utilize topographic and geological conditions, overflow side weirs and lateral relief grooves are arranged along the terrains along the two sides of the bealock. The axial direction NE102 degrees of the left overflow weir 1, the axial direction NE25 degrees of the right overflow weir 3, the middle parts are connected by an arc (a middle arc segment overflow weir 2), the radius of the arc is 5.6m, and the central angle is 103 degrees, 20' 48 degrees. The width of the left side weir of the overflow weir top and the width of the right side weir of the overflow weir top are both 35.0m, the width of the middle arc section weir is 25.0m, and the total width of the side weirs is 95.0 m.
The upper stream of the overflow weir is a lead straight surface along the water surface, and the overflow weir surface is connected with a WES curve surface and a slope ratio of 1 by three sections of arc surfaces: 0.7 straight slope. The radius of the arc of the weir surface formed by three sections of lines is respectively 70mm, 349mm and 871mm, and the WES power curve is as follows: x is the number of1.85＝3.207y。
The lateral spillway discharge grooves are connected with the overflow weir, the left and right discharge grooves 3 and 4 are both trapezoidal cross sections, the height of the head end bottom is 161.5m, and the width is 5.0 m; the height of the bottom of the tail end is 158.0m, the width is 10.0m, and the longitudinal slope ratio is 10%. The tail ends of the lateral discharge chutes at two sides are connected with vertical falling sills 7 with the height of 2.0m, and are connected with a middle confluence discharge chute, namely a transition section discharge chute 6, and the elevation of a bottom plate of the middle confluence discharge chute is 156.0 m.
The transition section chute 6 is mainly a side weir downward-discharging water flow adjusting area, the plane projection of the transition section chute is in an asymmetric Y shape, the elevation of a bottom plate of the transition section chute is 156.0m, and the horizontal length of the transition section chute along the longitudinal center line direction of the chute is 57.5 m. The upstream surfaces of the transition section discharge chutes are vertical surfaces, the width of the tail end chute is 25.0m, and the thickness of the bottom plate is 3.0 m.
Adopt the utility model discloses, make full use of bealock topography, geological conditions, furthest arranges the overflow weir, when reducing excavation square volume, reduces the excavation side slope, reduces the engineering investment.
The above-mentioned embodiments are only used for illustrating the technical ideas and features of the present invention, and the purpose thereof is to enable those skilled in the art to understand the contents of the present invention and to implement the present invention accordingly, the scope of the present invention should not be limited by the embodiment, that is, all equivalent changes or modifications made by the spirit of the present invention should still fall within the scope of the present invention.
Claims (6)
1. An asymmetric open type spillway comprises a water diversion canal, an overflow weir, a chute, an outlet energy dissipation section and a tail canal, it is characterized in that the overflow weir is an asymmetric WES overflow weir surface structure consisting of a left overflow weir (1), a middle arc section overflow weir (2) and a right overflow weir (3), the chute consists of a left lateral chute (4), a right lateral chute (5) and a transition section chute (6), the left lateral chute (4) and the right lateral chute (5) are respectively connected with the left overflow weir (1) and the right overflow weir (3), the left lateral chute (4) and the right lateral chute (5) are in asymmetric structures, the tail end of the left lateral chute (4) and the tail end of the right lateral chute (5) are both connected with a vertical drop sill (7), the transition section chute (6) is connected with the transition section chute (6), the transition section chute (6) is a side weir downward-discharging water flow adjusting area, and the plane projection of the transition section chute is in an asymmetric Y shape.
2. An asymmetric open spillway according to claim 1, characterized in that the left lateral gutter (4) and the right lateral gutter (5) are of trapezoidal cross-section.
3. The asymmetric open spillway of claim 1, wherein the weir is plumb upstream of the weir along the water surface.
4. An asymmetric open spillway according to claim 1, characterized in that the transition gutter (6) is plumb faced.
5. The asymmetric open-type spillway of claim 3, wherein the weir surface of the spillway weir is formed by connecting three arc surfaces with a WES curve surface and a slope ratio of 1: 0.7 straight slope.
6. An asymmetric open spillway according to claim 1 or 2, characterized in that the longitudinal slope of the end-to-end spillway floor of the left lateral spillway (4) and the right lateral spillway (5) is 10%.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920921487.5U CN210395267U (en) | 2019-06-18 | 2019-06-18 | Asymmetric open type spillway |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920921487.5U CN210395267U (en) | 2019-06-18 | 2019-06-18 | Asymmetric open type spillway |
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| CN210395267U true CN210395267U (en) | 2020-04-24 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110284467A (en) * | 2019-06-18 | 2019-09-27 | 中国电建集团北京勘测设计研究院有限公司 | A kind of asymmetric open spillway |
| CN112726528A (en) * | 2020-12-30 | 2021-04-30 | 中国电建集团贵阳勘测设计研究院有限公司 | Double-groove hedging energy dissipation method and spillway thereof |
-
2019
- 2019-06-18 CN CN201920921487.5U patent/CN210395267U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110284467A (en) * | 2019-06-18 | 2019-09-27 | 中国电建集团北京勘测设计研究院有限公司 | A kind of asymmetric open spillway |
| CN112726528A (en) * | 2020-12-30 | 2021-04-30 | 中国电建集团贵阳勘测设计研究院有限公司 | Double-groove hedging energy dissipation method and spillway thereof |
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