CN104652379B - Become radial spi ladder flood discharging tunnel - Google Patents
Become radial spi ladder flood discharging tunnel Download PDFInfo
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- CN104652379B CN104652379B CN201510024227.4A CN201510024227A CN104652379B CN 104652379 B CN104652379 B CN 104652379B CN 201510024227 A CN201510024227 A CN 201510024227A CN 104652379 B CN104652379 B CN 104652379B
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- Prior art keywords
- ladder
- discharging tunnel
- flood discharging
- massif
- flood
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Classifications
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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
Abstract
Change radial spi ladder flood discharging tunnel of the present invention, it is arranged in the massif of reservoir dam side, its upstream extremity is positioned at the top of massif, downstream is positioned at the bottom of massif, its bottom surface is stepped construction, the upstream extremity becoming radial spi ladder flood discharging tunnel is connected with the upstream penstock that the water in reservoir introduces flood discharging tunnel, and the downstream becoming radial spi ladder flood discharging tunnel is connected with the downstream penstock that the water in flood discharging tunnel introduces downstream river course.Change radial spi ladder flood discharging tunnel of the present invention, it is possible to decrease flood discharge hole outlet flow velocity, it is to avoid cavitation is destroyed, improves energy dissipation rate, and ensures downstream river course safety.
Description
Technical field
The invention belongs to energy-dissipating tech field in Hydraulic and Hydro-Power Engineering, be specifically related to a kind of flood discharging tunnel for high hydraulic parameter.
Background technology
High dam flood-discharge energy-dissipating is to ensure that the important technology that large hydraulic engineering flood control is passed the flood period.Tradition high dam flood-discharge energy-dissipating generally uses directly
Line or multistage straight line are connected with circular arc the flood discharging tunnel arranged, or the mode directly building chute spillway carrys out energy dissipating.But for river
Paddy is V-arrangement or river valley is narrow and two sides massif is precipitous topographic and geologic condition, arranges traditional straight line or multistage straight line and circle
The flood discharging tunnel that arc is connected can be shorter due to barrel, current in flow process can not fully energy dissipating, thus cause hole wake flow speed and
Water export flow velocity is relatively big, and arranged downstream Energy Dissipation Modes is difficult and jeopardizes river course security problems.And use directly build chute overflow
During flood road, as the problem such as downstream and chute end flow velocity are big, downstream flood-discharge energy-dissipating facility destructible.
Summary of the invention
Present invention aims to the deficiencies in the prior art, it is provided that a kind of change radial spi ladder flood discharging tunnel, to reduce flood discharge
Hole outlet flow velocity, it is to avoid cavitation is destroyed, improves energy dissipation rate, and ensures downstream river course safety.
Change radial spi ladder flood discharging tunnel of the present invention, is arranged in the massif of reservoir dam side, and its upstream extremity is positioned at massif
Top, downstream be positioned at the bottom of massif, its bottom surface is stepped construction, become the upstream extremity of radial spi ladder flood discharging tunnel with
Water in reservoir is introduced the upstream penstock linking of flood discharging tunnel, becomes the downstream of radial spi ladder flood discharging tunnel and by flood discharging tunnel
Water introduce the downstream penstock linking of downstream river course.
Above-mentioned change radial spi ladder flood discharging tunnel, its axis is tapered auger line, and described helix is positioned at the collar on massif top
Radius less than the radius of foundation ring being positioned at massif bottom.
Above-mentioned change radial spi ladder flood discharging tunnel, the start radius (R) of axis is 20m～25m.Each point radius root on helix
According to EQUATION x=a α cos (α), y=a α sin (α), z=b α determine, wherein, α is that on tapered auger line, certain is put between initial point
The anglec of rotation, a, b are for controlling the nemaline parameter of tapered auger, and b/a is the slope of cone bus belonging to helix, root
Topographic and geologic condition in border selects factually.
Above-mentioned change radial spi ladder flood discharging tunnel, pitch Δ x is 30m～50m.
Above-mentioned change radial spi ladder flood discharging tunnel, gradient i is 0.05～1.For avoiding bottom flow velocity relatively big, flood discharging tunnel can use change
Gradient, top gradient lower part gradient is little, gradient 0.05≤i≤0.3, top, and bottom current are strong due to upstream flow turbulence, slope
Fall can increase to 0.3 ＜ i≤1 further, but need to ensure the smooth link of axis, it is to avoid occurs that current separate with bottom flood discharging tunnel.
Above-mentioned change radial spi ladder flood discharging tunnel, the ladder of the bottom surface of flood discharging tunnel is horizontal steps or the ladder tilted outside massif,
If the ladder tilted outside massif, ladder upper surface can adjust according to flow rate of water flow with the angle of horizontal plane, preferably θ
≤ 30 °, ladder height is 2m～3m.
Above-mentioned change radial spi ladder flood discharging tunnel, the cross section of flood discharging tunnel is gateway opening shape, and width b is 5m～10m, highly h
For 6m～8m, it is possible to select horseshoe shaped section.
Above-mentioned change radial spi ladder flood discharging tunnel, the downstream of described downstream penstock is provided with chooses bank.
Above-mentioned change radial spi ladder flood discharging tunnel, the direction of rotation of flood discharging tunnel axis needs the position according to flood discharging tunnel and flood discharge
Hole outlet determines with the relation of downstream river course, it is desirable to flood discharge hole outlet flow rate of water flow intersects with former streamflow flow velocity low-angle, protects
Card current smooth-going enters downstream river course.Flood discharging tunnel is arranged simultaneously needs to choose geological conditions, it is to avoid local shock wave occurs to rock mass
And underground hole group has a negative impact.
For avoiding above-mentioned flood discharging tunnel free pressure flow unfavorable phenomenon alternately occur, hole heights of roofs needs according to the abundant aeration depth of water and Dong Ding
Reserved remaining width design.When downstream flow velocity is excessive, need bottom flood discharging tunnel, arrange aerator and ventilation shaft, it is ensured that safe operation.
Above-mentioned flood discharging tunnel can be identical with area with the shape of each cross section of axis, it is also possible to gradually expands according to the development of the actual depth of water
Greatly.
When using flood discharging tunnel flood discharge of the present invention, current enter spiral flood discharging tunnel by upstream penstock, rotate in flood discharging tunnel
Flowing, interacts with ladder simultaneously, and current occur strong turbulent fluctuation, abundant aeration.
The method have the advantages that
1, in change radial spi ladder flood discharging tunnel of the present invention is arranged on the massif of reservoir dam side and axis is helix, because of
And it is little to take spatial surface, and barrel length can be increased, thus increase the linear loss of flow energy, reduce current end flow velocity,
Reducing the ratio fall of current, the energy dissipation rate of relatively earth's surface chute spillway (i > 1) and the energy dissipation rate of abrupt slope flood discharging tunnel (i > 1) improve
50%～70%.
2, flood discharging tunnel base plate of the present invention is stepped construction, can increase the aeration effect of current, and eliminating flood discharging tunnel end may
Cavitation and cavitation erosion phenomenon, it is ensured that the operation safety of flood discharging tunnel.
3, let out due to change radial spi ladder flood discharging tunnel downstream of the present invention and the flow velocity relatively chute spillway of water export or straight line
Hongdong is low, thus the reduction of downstream scour hole depth, the safety of the stability raising of force reduction pool bottom, beneficially hinge and downstream river course
Safety.
4, change radial spi ladder flood discharging tunnel of the present invention can be avoided disadvantageous geologic condition according to geological conditions flexible design, keep away
Exempt from the reluctant problem of complex geologic conditions that distance straight line flood discharging tunnel is run into, become the gradient by each layer, become radius regulation
Quantities, makes whole engineering excavation amount reach optimum, underground chamber distribution can be coordinated to be arranged, it is to avoid flood discharge vibrations are right simultaneously
The impact of underground hole group, and utilize underground traffic hole to carry out multistage construction, reduction of erection time, therefore can comprehensively improve engineering economy
Property.
Accompanying drawing explanation
Fig. 1 is structural representation and the work arrangement figure of change radial spi ladder flood discharging tunnel of the present invention.
Fig. 2 is the bowing to perspective view of flood discharging tunnel described in Fig. 1.
Fig. 3 is the B-B sectional stretch-out view of Fig. 2.
Fig. 4 is the A-A sectional view of Fig. 2.
Fig. 5 is a kind of cross-sectional view of change radial spi ladder flood discharging tunnel of the present invention, and the ladder of flood discharging tunnel bottom surface is contour bench
Ladder.
Fig. 6 is another cross-sectional view of change radial spi ladder flood discharging tunnel of the present invention, and the ladder of flood discharging tunnel bottom surface is to mountain
The ladder that external inclination is oblique.
Fig. 7 is the Local map of change radial spi ladder flood discharging tunnel import the initial segment of the present invention.
In figure, 1 massif, 2 become radial spi ladder flood discharging tunnels, 3 upstream penstocks, 4 downstream penstocks,
5 ladder energy dissipaters, 6 downstreams choose bank, 7 upper ponds, 8 downstream river courses, h flood discharging tunnel height, b
On flood discharging tunnel width, R flood discharging tunnel axis start radius, α helix, certain puts the anglec of rotation between initial point, Δ x
The pitch of flood discharging tunnel, the upper surface of θ flood discharging tunnel bottom surface ladder and the angle of horizontal plane.
Detailed description of the invention
By embodiment, change radial spi ladder flood discharging tunnel of the present invention is described further below in conjunction with the accompanying drawings.
The project profile of embodiment 1 and comparative example 1 is as follows:
Certain power station is built among V-arrangement river valley, and two sides massif is precipitous, geology complicated topographical conditions, it is desirable to flood discharging tunnel entrance elevation
1061m, exports elevation 951m, and drop is 110m, and flood discharge flow is 420m3/s。
For above-mentioned engineering, it is carried out example 1 and hydraulic model test that 1 two kinds of flood discharging tunnels of comparative example are arranged:
Embodiment 1
The present embodiment uses and becomes radial spi ladder flood discharging tunnel, and structure as shown in Figure 1,2,3, 4, is arranged on reservoir dam side
Massif 1 in, the upstream extremity becoming radial spi ladder flood discharging tunnel is positioned at the top of massif 1, downstream is positioned at the bottom of massif 1,
The upstream extremity becoming radial spi ladder flood discharging tunnel is connected with the upstream penstock 3 that the water in reservoir introduces flood discharging tunnel, becomes radius spiral shell
The downstream of rotation ladder flood discharging tunnel is connected with the downstream penstock 4 that the water in flood discharging tunnel introduces downstream river course 8.Described change radius
The axis of spiral step flood discharging tunnel 2 is tapered auger line, and the radius of the collar that this tapered auger line is positioned at massif top is less than
Being positioned at the radius of the foundation ring of massif bottom, start radius R on its massif top is 20m, and the foundation ring radius of massif bottom is 60m,
On helix, each point radius is according to side x=3.18 α cos (α), and y=3.18 α sin (α), z=5.84 α determine.Flood discharge divides three layers of layout, respectively
Layer pitch Δ x=36.7m, gradient i are 0.05.Flood discharging tunnel cross section is gateway opening shape, the ladder of bottom surface 5 for horizontal steps (see
Fig. 5), ladder heights at different levels are 2m, hole width b=5m, hole height h=8m.The downstream of described downstream penstock 4 is provided with chooses
Current are chosen and are flowed to energy dissipating in downstream river course 8 by bank 6.
Result of the test: upstream starts flood discharge, flood discharging tunnel inflow-rate of water turbine is 420m3During/s, in flood discharging tunnel, turbulent fluctuation is strong, water_air exchange
Effect is strong, and flood discharging tunnel end does not monitors cavitation noise, does not finds cavitation phenomenon.Now recording flood discharge hole outlet flow velocity is
18.24m/s, opposite bank, flip shot water flow distance river, downstream distance is 28.4m.
Comparative example 1
This comparative example uses straight line flood discharging tunnel to arrange, the flood discharging tunnel gradient is 0.3.Flood discharging tunnel cross section is circular, and footpath, hole is 6.5m.
Result of the test: this flood discharging tunnel downstream aeration effect is poor, current smooth out, and flood discharging tunnel inflow-rate of water turbine is 420m3During/s, record
Flood discharge hole outlet flow velocity is 36.78m/s, and tunnel monitors occurs at cavitation noise, and tunnel downstream ogee section that obvious cavitation corrosion is existing
As, punching hole, downstream is only 9.6m away from opposite bank, river course, has influence on the safety of downstream side slope and the properly functioning of engineering.
The project profile of embodiment 2 and comparative example 2 is as follows:
Certain power station is built among V-arrangement river valley, and two sides massif is precipitous, and downstream river course is narrow, and massif is wider simultaneously, and flood discharging tunnel enters
Mouth elevation is 746m, and outlet elevation is 606m, and drop is 140m, and flood discharge flow is 300m3/s.For above-mentioned engineering, enter
Go embodiment 2 and hydraulic model test that 2 two kinds of release floodwatering facilities of comparative example are arranged.
Embodiment 2
The present embodiment uses and becomes radial spi ladder flood discharging tunnel, and flood discharging tunnel is arranged in the massif 1 of reservoir dam side, becomes radius
The upstream extremity of spiral step flood discharging tunnel is positioned at the top of massif 1, downstream is positioned at the bottom of massif 1, becomes radial spi ladder and lets out
The upstream extremity of Hongdong is connected with the upstream penstock 3 that the water in reservoir introduces flood discharging tunnel, becomes under radial spi ladder flood discharging tunnel
The downstream penstock 4 that water in flood discharging tunnel introduces downstream river course 8 is connected by You Duanyu.Described change radial spi ladder flood discharging tunnel 2
Axis be tapered auger line, described tapered auger line is positioned at the radius of the collar on massif top less than being positioned at massif bottom
The radius of foundation ring, start radius R on its massif top is 25m, and the foundation ring radius of massif bottom is 189m.Flood discharge divides four layers
Arranging, the tapered auger line equation of top two-layer flood discharging tunnel axis is x=4.88 α cos (α), y=4.88 α sin (α), z=4.78 α,
Pitch Δ x=30m, the tapered auger line equation of lower two-layer flood discharging tunnel axis is x=10.03 α cos (α), y=10.03 α sin (α),
Z=6.37 α, two-layer pitch Δ x=40m.Flood discharging tunnel uses and becomes gradient, and upper two-layer gradient i is 0.3, and lower two-layer gradient i is 1.
Flood discharging tunnel cross section is gateway opening shape, hole width b=10m, hole height h=8m, and the ladder 5 of upper two-layer flood discharging tunnel bottom surface is contour bench
Ladder (see Fig. 5), the ladder 5 of lower two-layer flood discharging tunnel bottom surface is the ladder tilted outside massif, and ladder upper surface presss from both sides with horizontal plane
θ=30 °, angle (see Fig. 6), ladder heights at different levels are 3m.The downstream of described downstream penstock 4 is provided with chooses bank 6, by water
Stream is chosen and is flowed to energy dissipating in river course.
Result of the test: upstream starts flood discharge, tunnel inflow-rate of water turbine is 300m3During/s, recording flood discharge hole outlet flow velocity is 22.1m/s,
In flood discharging tunnel, current aeration is strong, and tunnel rear portion does not monitors cavitation noise, and hole wall does not occurs cavitation erosion yet, and trajectory nappe falls
Point distance bank, opposite bank 25.2m.
Comparative example 2
This comparative example uses chute spillway, and bottom connects stiling basin, and spillway uses square-section, and sectional dimension is 8 × 10
M, the average gradient of spillway is 2.
Result of the test: flood discharge flow is 300m3During/s, in this chute spillway entrance stiling basin, the Peak Flow Rate of current reaches
31.4m/s, under this flow velocity, spillway end monitors cavitation noise, spillway abutment wall generation cavitation erosion, stiling basin simultaneously
Base plate easily destroys, and effect of energy dissipation is the most poor with engineering economy type.
The project profile of embodiment 3 and comparative example 3 is as follows:
Certain power station is built among Narrow Valleys, and two sides massif is steep, and downstream river course cover layer is deep, and flood discharging tunnel entrance elevation is
861m, outlet elevation is 701m, and drop is 160m, and flood discharge flow is 600m3/s.For above-mentioned engineering, it is carried out
The hydraulic model test that example 3 and 3 two kinds of flood discharging tunnels of comparative example are arranged.
Embodiment 3
The present embodiment uses and becomes radial spi ladder flood discharging tunnel, and as shown in Figure 1,2,3, 4, flood discharging tunnel 2 is arranged on reservoir to structure
In the massif 1 of dam body side, the upstream extremity becoming radial spi ladder flood discharging tunnel is positioned at the top of massif 1, downstream is positioned at massif
The bottom of 1, the upstream extremity becoming radial spi ladder flood discharging tunnel is connected with the upstream penstock 3 that the water in reservoir introduces flood discharging tunnel,
The downstream becoming radial spi ladder flood discharging tunnel is connected with the downstream penstock 4 that the water in flood discharging tunnel introduces downstream river course 8.Institute
The axis stating change radial spi ladder flood discharging tunnel 2 is tapered auger line, and described tapered auger line is positioned at the collar on massif top
Radius less than being positioned at the radius of foundation ring of massif bottom, start radius R on its massif top is 20m, the foundation ring of massif bottom
Radius is 180m.Flood discharge divides five layers of layout, from top to bottom ground floor, the second layer, the tapered auger of third layer flood discharging tunnel axis
Line equation is x=4.88 α cos (α), y=4.88 α sin (α), z=4.78 α, pitch Δ x=30m, the 4th layer and layer 5 flood discharging tunnel axle
The tapered auger line equation of line is x=5.73 α cos (α), y=5.73 α sin (α), z=7.96 α, pitch Δ x=50m.Flood discharging tunnel is adopted
With becoming gradient, ground floor, the second layer, third layer flood discharging tunnel gradient i are 0.05, and lower two-layer flood discharging tunnel gradient i increases to 0.3.Let out
Hongdong cross section is gateway opening shape, hole width b=6m, hole height h=6m, and flood discharging tunnel bottom surface is stepped construction, and described ladder 5 is
The ladder tilted outside massif, ladder upper surface and horizontal plane angle θ=30 ° (see Fig. 6), ladder heights at different levels are 2.5m.
The downstream of described downstream penstock 4 is provided with chooses bank 6, is chosen by current and flows to energy dissipating in river course.
Result of the test: upstream starts flood discharge, flood discharging tunnel inflow-rate of water turbine is 600m3During/s, recording flood discharge hole outlet flow velocity is 17.1m/s,
Not monitoring cavitation noise at tunnel rear portion, flood discharging tunnel does not occurs cavitation to destroy, and downstream scour hole depth is 16m.
Comparative example 3
This comparative example uses and becomes radial spi shape flood discharging tunnel layout, and the axis of described change radial spi shape flood discharging tunnel is tapered auger
Line, described tapered auger line is positioned at the radius radius less than the foundation ring being positioned at massif bottom of the collar on massif top, its massif
Start radius R on top is 20m, and the foundation ring radius of massif bottom is 180m.Flood discharging tunnel divides five layers of layout, and from top to bottom
One layer, the second layer, the tapered auger line equation of third layer flood discharging tunnel axis be x=4.88 α cos (α), y=4.88 α sin (α),
Z=4.78 α, pitch Δ x=30m, the 4th layer is x=5.73 α cos (α) with the tapered auger line equation of layer 5 flood discharging tunnel axis,
Y=5.73 α sin (α), z=7.96 α, pitch Δ x=50m.Flood discharging tunnel uses and becomes gradient, ground floor, the second layer, third layer flood discharge
Hole gradient i is 0.05, and lower two-layer flood discharging tunnel gradient i increases to 0.3.Flood discharging tunnel cross section is gateway opening shape, hole width b=6m, and hole is high
H=6m, flood discharging tunnel bottom surface is the inclined-plane tilted outside massif, itself and horizontal plane angle θ=30 °.Described downstream penstock 4
Downstream is provided with chooses bank 5, is chosen by current and flows to energy dissipating in river course.
Result of the test: flood discharging tunnel inflow-rate of water turbine is 600m3During/s, hole outlet flow velocity is 29.1m/s, and trip scour hole depth is reached for 21m,
Flood discharging tunnel bottom monitors cavitation noise, hole wall generation cavitation erosion, has influence on the safe operation of flood discharging tunnel.
Claims (8)
1. one kind becomes radial spi ladder flood discharging tunnel, it is characterised in that described change radial spi ladder flood discharging tunnel (2) is arranged on water
In the massif (1) of dam body side, storehouse, the bottom that its upstream extremity is positioned at the top of massif (1), downstream is positioned at massif (1),
Its bottom surface is stepped construction, and described upstream extremity is connected with the upstream penstock (3) that the water in reservoir introduces flood discharging tunnel, described
Downstream is connected with the downstream penstock (4) that the water in flood discharging tunnel introduces downstream river course (8), described change radial spi ladder
The axis of flood discharging tunnel (2) is tapered auger line, and described tapered auger line is positioned at the radius of the collar on massif top less than being positioned at
The radius of the foundation ring of massif bottom.
Become radial spi ladder flood discharging tunnel the most according to claim 1, it is characterised in that described change radial spi ladder flood discharge
The start radius (R) of hole (2) axis is 20m～25m.
Change radial spi ladder flood discharging tunnel the most according to claim 1 or claim 2, it is characterised in that described change radial spi ladder is let out
(Δ x) is 30m～50m to the pitch of Hongdong.
Change radial spi ladder flood discharging tunnel the most according to claim 1 or claim 2, it is characterised in that described change radial spi ladder is let out
The gradient (i) of Hongdong is 0.05～1.
Become radial spi ladder flood discharging tunnel the most according to claim 3, it is characterised in that described change radial spi ladder flood discharging tunnel
Gradient (i) be 0.05～1.
Change radial spi ladder flood discharging tunnel the most according to claim 1 or claim 2, it is characterised in that described change radial spi ladder is let out
The ladder of bottom surface, Hongdong is horizontal steps or the ladder tilted outside massif, if the ladder tilted outside massif, on ladder
Surface and the angle (θ)≤30 ° of horizontal plane.
Become radial spi ladder flood discharging tunnel the most according to claim 3, it is characterised in that described change radial spi ladder flood discharging tunnel
The ladder of bottom surface is horizontal steps or the ladder tilted outside massif, if the ladder tilted outside massif, ladder upper surface
Angle (θ)≤30 ° with horizontal plane.
Change radial spi ladder flood discharging tunnel the most according to claim 1 or claim 2, it is characterised in that described change radial spi ladder is let out
The cross section of Hongdong is gateway opening shape, and width (b) is 5m～10m, and highly (h) is 6m～8m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510024227.4A CN104652379B (en) | 2015-01-16 | 2015-01-16 | Become radial spi ladder flood discharging tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510024227.4A CN104652379B (en) | 2015-01-16 | 2015-01-16 | Become radial spi ladder flood discharging tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104652379A CN104652379A (en) | 2015-05-27 |
| CN104652379B true CN104652379B (en) | 2016-08-24 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201510024227.4A Expired - Fee Related CN104652379B (en) | 2015-01-16 | 2015-01-16 | Become radial spi ladder flood discharging tunnel |
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Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106906807A (en) * | 2017-03-06 | 2017-06-30 | 中国电建集团中南勘测设计研究院有限公司 | A kind of construction method of Dam Heavy Curtain Grouting and underground chamber |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03176598A (en) * | 1989-12-04 | 1991-07-31 | Sato Kogyo Co Ltd | Primary lining for curved tunnel and segment thereof |
| CN1888321A (en) * | 2006-08-03 | 2007-01-03 | 四川大学 | L-type energy dissipater |
| CN101139829A (en) * | 2007-10-12 | 2008-03-12 | 四川大学 | Flow guiding engineering for river gate dam and spillway |
| CN101195999A (en) * | 2007-10-30 | 2008-06-11 | 四川大学 | Ladder energy dissipater with doped gas device preposed |
| CN103614994A (en) * | 2013-12-06 | 2014-03-05 | 河海大学 | Energy dissipation flood discharging device |
-
2015
- 2015-01-16 CN CN201510024227.4A patent/CN104652379B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03176598A (en) * | 1989-12-04 | 1991-07-31 | Sato Kogyo Co Ltd | Primary lining for curved tunnel and segment thereof |
| CN1888321A (en) * | 2006-08-03 | 2007-01-03 | 四川大学 | L-type energy dissipater |
| CN101139829A (en) * | 2007-10-12 | 2008-03-12 | 四川大学 | Flow guiding engineering for river gate dam and spillway |
| CN101195999A (en) * | 2007-10-30 | 2008-06-11 | 四川大学 | Ladder energy dissipater with doped gas device preposed |
| CN103614994A (en) * | 2013-12-06 | 2014-03-05 | 河海大学 | Energy dissipation flood discharging device |
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| CN104652379A (en) | 2015-05-27 |
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