CN104294802B - Down stream formula step plunge pool system - Google Patents
Down stream formula step plunge pool system Download PDFInfo
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- CN104294802B CN104294802B CN201410461747.7A CN201410461747A CN104294802B CN 104294802 B CN104294802 B CN 104294802B CN 201410461747 A CN201410461747 A CN 201410461747A CN 104294802 B CN104294802 B CN 104294802B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
- E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
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Abstract
Down stream formula step plunge pool system of the present invention, comprise the cushion pool of the multi-stage stepwise layout being arranged on the different elevation place of reservoir dam side massif, by the upstream channel of approach that the water in reservoir is drawn, second elevation is to horizontal flood spillway corresponding to the cushion pools at different levels of lowest elevation and the bank channel of approach water in the cushion pool of lowest elevation being introduced downstream river course, the downstream of cushion pool at different levels is positioned at the same side, and described downstream abutment wall is provided with overflow weir; The delivery port of upstream channel of approach is positioned at above the upstream of elevation cushion pool, horizontal flood spillway corresponding to the second elevation cushion pool is identical with the elevation of elevation cushion pool and be connected with the overflow weir that elevation cushion pool is arranged, its delivery port is positioned at above the upstream of the second elevation cushion pool ...Energy-dissipating system of the present invention can avoid cushion pool to destroy, and ensures downstream river course safety, improves energy dissipation rate.
Description
Technical field
The invention belongs to the flood-discharge energy-dissipating technical field in Hydraulic and Hydro-Power Engineering, be particularly a kind ofly applicable to Narrow Valleys, energy-dissipating system that downstream river course is combined with down stream energy dissipating by the cushion pool of the narrow low discharge high water head hydraulic engineering broadened.
Background technology
High head water power plant for ensureing the safety that hydraulic engineering is in operation, needs to adopt a series of Energy Dissipation Measures in building.Traditional energy dissipating measure comprises traditional disspation through hydraudic jimp, flip trajectory bucket and submerged bucket dissipator, and novel energy-dissipating installation comprises the energy dissipating of vertical shaft eddy flow, flaring gate pier, ladder energy dissipating, hole jack panel energy dissipating etc.But for Narrow Valleys, two sides massif is vertical, downstream river course is broadened by narrow rapidly, the engineering of bank slope rock mass geology complicated condition, due to the obstacle that geological conditions causes, be difficult to the flood-discharge tunnel by mode arrangement cushion pool of the prior art and large discharge per unit, or adopt the energy-dissipating installation arrangement of prior art, engineering expends higher, and the duration increases.
Summary of the invention
The object of the invention is to the deficiency for existing technology, one is provided to be applicable to Narrow Valleys, downstream river course, by the down stream formula step plunge pool system of the narrow low discharge high water head hydraulic engineering broadened, to improve energy dissipation rate and engineering safety and economy, reduces the degree of difficulty of project playout.
Down stream formula step plunge pool system of the present invention, comprise the cushion pool of the multi-stage stepwise layout being arranged on the different elevation place of reservoir dam side massif, by the upstream channel of approach that the water in reservoir is drawn, second elevation is to horizontal flood spillway corresponding to the cushion pools at different levels of lowest elevation and the bank channel of approach water in the cushion pool of lowest elevation being introduced downstream river course, the downstream of cushion pool at different levels is positioned at the same side, and cushion pool downstream abutment wall at different levels is provided with overflow weir, the delivery port of upstream channel of approach is positioned at above the upstream of elevation cushion pool, horizontal flood spillway corresponding to the second elevation cushion pool is identical with the elevation of elevation cushion pool and be connected with the overflow weir that elevation cushion pool is arranged, its delivery port is positioned at above the upstream of the second elevation cushion pool, the horizontal flood spillway that third high journey cushion pool is corresponding is identical with the elevation of the second elevation cushion pool and be connected with the overflow weir of the second elevation cushion pool, its delivery port is positioned at above the upstream of third high journey cushion pool, horizontal flood spillway corresponding to lowest elevation cushion pool is identical with the elevation of time low elevation cushion pool and be connected with the overflow weir of secondary low elevation cushion pool, its delivery port is positioned at above the upstream of lowest elevation cushion pool, the overflow weir that water inlet end and the lowest elevation cushion pool downstream abutment wall of described bank channel of approach are arranged is connected, its end is connected with downstream river course, thus the water in reservoir is dropped to elevation cushion pool through upstream channel of approach, successively drop at different levels cushion pool from height to low to the horizontal flood spillway that the cushion pools at different levels of lowest elevation are corresponding through the second elevation again, and flow into downstream river course through bank channel of approach.In this process, utilize down stream that current are collided, strong shock, turbulent fluctuation, blending and shearing occur, eliminate portion of energy, reach raising energy dissipation rate, avoid the object of wprks.
Above-mentioned down stream formula step plunge pool system, cushion pool axis selects the minimum mode of excavated volume to arrange, the axis of cushion pool at different levels is parallel to each other, or the axes intersect of cushion pool at different levels, or the axis portion of cushion pool at different levels is parallel, part intersects, if the axes intersect of cushion pool, crossing angle is acute angle.
Above-mentioned down stream formula step plunge pool system, the depth displacement △ x=30 ~ 45m between adjacent two-stage cushion pool, prevents falling flow velocity and crosses havoc cushion pool, and ensures that engineering quantity is minimum.Depth displacement between cushion pool at different levels is selected according to geological conditions, can be equal, also can not wait.
Above-mentioned down stream formula step plunge pool system, the length l=20 ~ 40m of described cushion pool, width b
1=15 ~ 30m, degree of depth h
1=maximum stage height+fluctuation height+safe superelevation.Described maximum stage height is the height of water level in the cushion pool that maximum vent flow is corresponding, and described fluctuation is highly for current acutely roll the SEA LEVEL VARIATION caused, and described safe superelevation is for ensureing that current can not rout up cushion pool desired height.For avoiding cushion pool to destroy, concrete in cushion pool should be avoided to produce tensile stress, and cushion pool should be built in excavation, avoids embankment as far as possible, and cushion pool should carry out seepage control measure, avoids seepage to cause the destruction of energy-dissipating system.Simultaneously cushion pool planted agent at different levels ensures certain depth of water, and when preventing flood discharge, maximum stream flow nappe flow directly impacts plunge pool floor and causes cushion pool and destroy, and then washes away the destruction that massif causes unrepairable, jeopardizes hinge security of operation.
Above-mentioned down stream formula step plunge pool system, the width b of described overflow weir
2≤ b
1, b in formula
1for the width of cushion pool.Second elevation is to the overflow weir width of horizontal flood spillway water inlet width=upper level cushion pool corresponding to the cushion pools at different levels of lowest elevation, thus it can be wide that the horizontal flood spillway be connected between two-stage cushion pool is from upstream to downstream, also can be flaring.
Above-mentioned down stream formula step plunge pool system, the angle that the water (flow) direction of described bank channel of approach end is crossing with the water (flow) direction of downstream river course is acute angle, enters river course, prevent and wash away to ensure that current are smooth-going.
Compared with prior art, the present invention has following beneficial effect:
1, energy-dissipating system of the present invention carries out energy dissipating in conjunction with down stream energy dissipating and cushion pool segmentation, energy dissipation rate is increased relative to earth's surface chute spillway (i>1), because it is arranged on the massif of dam body side, avoid and build cushion pool in Narrow Valleys, low discharge high water head current are to the contingent destruction of cushion pool, or washing away downstream river course during employing flip trajectory bucket, thus the safety of hinge can be ensured, be particularly suitable for downstream river course rapidly by the narrow low discharge high water head hydraulic engineering broadened, solve the site condition restriction adopting existing Energy Dissipation Modes to arrange, the problem of topographic and geologic condition restriction.
2, energy-dissipating system of the present invention coordinates the engineering geological conditions of hinge place dam site and geomorphologic conditions to build, by adjusting cushion pool axis at different levels and cushion pool size, excavated-in t4 quantity is made to reach minimum, avoiding when Narrow Valleys builds flood spillway is a large amount of filled soil quality reducing the flood spillway gradient and usually need, and improves economic benefit of engineering.
3, energy-dissipating system of the present invention coordinates the engineering geological conditions of hinge place dam site and geomorphologic conditions to build, according to the depth displacement between the adjacent two-stage cushion pool of geographic and geomorphic conditions flexible design, flexible arrangement, thus can avoid disadvantageous geologic condition, greatly reduces project playout difficulty.
Accompanying drawing explanation
Fig. 1 is the first the general arrangement top view inventing described down stream formula step plunge pool system.
Fig. 2 is the second general arrangement top view inventing described down stream formula step plunge pool system.
Fig. 3 is the third general arrangement top view inventing described down stream formula step plunge pool system.
Fig. 4 is the 4th kind of general arrangement top view inventing described down stream formula step plunge pool system.
Fig. 5 is the 5th kind of general arrangement top view inventing described down stream formula step plunge pool system.
Fig. 6 is the A-A sectional view of Fig. 1.
Fig. 7 is at single cushion pool and the structural representation of horizontal flood spillway that is connected with it.
Fig. 8 is the B-B sectional view of Fig. 7.
Fig. 9 is the C-C sectional view of Fig. 7.
In figure, 1---upstream channel of approach, 2---cushion pool, 3---overflow weir, 4---horizontal flood spillway, 5---bank channel of approach, 6---downstream river course, 7---massif, 8---original place upper thread, 9---water surface curve, 10---dam, 11---upper pond, h
1---the cushion pool degree of depth, h
2---height of weir plate, the depth displacement between Δ x-adjacent cushion pool, l---cushion pool length, b
1---cushion pool width, b
2---overflow weir width.
Detailed description of the invention
Below by embodiment, down stream formula step plunge pool system of the present invention is described further.
The project profile of embodiment 1 and comparative example 1 is as follows:
Certain power station is built among Narrow Valleys, and two sides massif is precipitous, and downstream river course is broadened by narrow rapidly, and reservoir upper pond level elevation is 621.00m and level of tail water elevation is 531.00, and drop is 90m, and discharge flow is 300m
3/ s.For above-mentioned engineering, embodiment 1 and comparative example 1 two kinds of energy-dissipating system are adopted to carry out hydraulic model test.
Embodiment 1
This enforcement adopts the energy dissipating of down stream formula step plunge pool system, comprise the cushion pool 2 of the three grades of staggers being arranged on the different elevation place of reservoir dam side massif, by the upstream channel of approach 1 that the water in reservoir is drawn, the horizontal flood spillway 4 that the cushion pools at different levels of the second elevation and lowest elevation the are corresponding and water in the cushion pool of lowest elevation is introduced the bank channel of approach 5 of downstream river course 6, the downstream of cushion pool at different levels is positioned at the same side, and cushion pool downstream abutment wall at different levels is provided with overflow weir 3, the arrangement of above-mentioned facility as shown in Figure 3, the axis of cushion pool at different levels is parallel to each other, the delivery port of upstream channel of approach 1 is positioned at above the upstream of elevation cushion pool, horizontal flood spillway corresponding to the second elevation cushion pool is identical with the elevation of elevation cushion pool and be connected with the overflow weir that elevation cushion pool is arranged, its delivery port is positioned at above the upstream of the second elevation cushion pool, the horizontal flood spillway that lowest elevation cushion pool is corresponding is identical with the elevation of the second elevation cushion pool and be connected with the overflow weir of the second elevation cushion pool, its delivery port is positioned at above the upstream of lowest elevation cushion pool, the overflow weir 3 that water inlet end and the lowest elevation cushion pool downstream abutment wall of described bank channel of approach 5 are arranged is connected, its end is connected with downstream river course 6, the angle that the water (flow) direction of bank channel of approach 5 end is crossing with the water (flow) direction of downstream river course 6 is 27.1 °.
The structure of cushion pool is as shown in Fig. 7, Fig. 8, Fig. 9.The tertiary effluent pad pool measure-alike, their length l=20m, width b
1=15m, degree of depth h
1=10m, their height of weir plate h
2=5m, width b
2=b
1, b in formula
1for the width of cushion pool, depth displacement=the second elevation cushion pool between elevation cushion pool and the second elevation cushion pool and the depth displacement=30m between lowest elevation cushion pool, horizontal flood spillway water inlet width corresponding to the second elevation cushion pool is equal with the overflow weir width of elevation cushion pool, the horizontal flood spillway water inlet width that lowest elevation cushion pool is corresponding is equal with the overflow weir width of the second elevation cushion pool, the delivery port width identical with corresponding cushion pool width (see Fig. 3) of each horizontal flood spillway.
Result of the test: vent flow is 300m
3during/s, water flow stationary enters downstream river course, and recording current mean flow rate in the channel of approach of bank is 6.5m/s, and this step plunge pool system energy dissipation rate reaches 95%; Engineering excavated-in t4 amount is 1.7 ten thousand m
3.
Comparative example 1
Adopt chute spillway to add cushion pool and arrange energy-dissipating system, the chute spillway gradient is 0.8.
Result of the test: vent flow is 300m
3during/s, recording cushion pool afterbody mean flow rate is 13.18m/s, and in cushion pool, Peak Flow Rate reaches 25.69m/s, and this project excavated-in t4 amount reaches 4.6 ten thousand m
3, economic benefit of engineering and effect of energy dissipation comparatively embodiment 1 are low.
The project profile of embodiment 2 and comparative example 2 is as follows:
Certain power station is built among Narrow Valleys, and two sides massif is precipitous, and downstream river course is broadened by narrow rapidly, and reservoir entrance elevation is 2126.00m, and outlet elevation is 2011.00m, and drop is 115m, and flood discharge flow is 600m
3/ s.For above-mentioned engineering, embodiment 2 and comparative example 2 two kinds of energy-dissipating system are adopted to carry out hydraulic model test.
Embodiment 2
This enforcement adopts the energy dissipating of down stream formula step plunge pool system, comprise the cushion pool 2 of the three grades of staggers being arranged on the different elevation place of reservoir dam side massif, by the upstream channel of approach 1 that the water in reservoir is drawn, the horizontal flood spillway 4 that the cushion pools at different levels of the second elevation and lowest elevation the are corresponding and water in the cushion pool of lowest elevation is introduced the bank channel of approach 5 of downstream river course 6, the downstream of cushion pool at different levels is positioned at the same side, and cushion pool downstream abutment wall at different levels is provided with overflow weir 3, the arrangement of above-mentioned facility is similar to Fig. 4, and the axis of elevation cushion pool and the second elevation cushion pool is parallel to each other, and the second elevation cushion pool becomes 18.4 ° of angles with the axes intersect of lowest elevation cushion pool, the delivery port of upstream channel of approach 1 is positioned at above the upstream of elevation cushion pool, horizontal flood spillway corresponding to the second elevation cushion pool is identical with the elevation of elevation cushion pool and be connected with the overflow weir that elevation cushion pool is arranged, its delivery port is positioned at above the upstream of the second elevation cushion pool, the horizontal flood spillway that lowest elevation cushion pool is corresponding is identical with the elevation of the second elevation cushion pool and be connected with the overflow weir of the second elevation cushion pool, its delivery port is positioned at above the upstream of lowest elevation cushion pool, the overflow weir 3 that water inlet end and the lowest elevation cushion pool downstream abutment wall of described bank channel of approach 5 are arranged is connected, its end is connected with downstream river course 6, the angle that the water (flow) direction of bank channel of approach 5 end is crossing with the water (flow) direction of downstream river course 6 is 26.7 °.
The structure of cushion pool is as shown in Fig. 7, Fig. 8, Fig. 9.Elevation cushion pool and the second elevation cushion pool is measure-alike, their length l=30m, width b
1=25m, degree of depth h
1=15m, the height h of overflow weir 3
2=5m, width b
2=20m < b
1, b in formula
1for the width of cushion pool, the depth displacement=45m between elevation cushion pool and the second elevation cushion pool.Lowest elevation cushion pool length l=40m, width b
1=30m, degree of depth h
1=15m, the height h of overflow weir
2=5m, width b
2=20m < b
1, b in formula
1for the width of cushion pool, the depth displacement=35m between lowest elevation cushion pool and the second elevation cushion pool.Horizontal flood spillway water inlet width corresponding to the second elevation cushion pool is equal with the overflow weir width of elevation cushion pool, the horizontal flood spillway water inlet width that lowest elevation cushion pool is corresponding is equal with the overflow weir width of the second elevation cushion pool, the delivery port width identical with corresponding cushion pool width (being similar to Fig. 2) of each horizontal flood spillway.
Result of the test: vent flow is 600m
3during/s, current are smooth-going enters river course, and obviously wash away nothing bottom downstream bank slope and river, recording bank channel of approach exit velocity is 8.3m/s, and the energy dissipation rate of this energy-dissipating system is 96.5%.
Comparative example 2
Adopt upstream flood discharging tunnel, bottom connects chooses bank and directly chooses energy-dissipating system into downstream river course.
Result of the test: vent flow is 600m
3during/s, choose fall point apart from opposite bank, river course only 4.2m, and scour hole depth reaches 32.12m, threatens the safety of downstream river course side slope and the normal operation of engineering.
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 precipitous, and downstream river course is broadened by narrow rapidly, and reservoir entrance elevation is 1426.00m, and outlet elevation is 1321.00m, and drop is 105m, and flood discharge flow is 1200m
3/ s.For above-mentioned engineering, embodiment 3 and comparative example 3 two kinds of energy-dissipating system are adopted to carry out hydraulic model test.
Embodiment 3
This enforcement adopts the energy dissipating of down stream formula step plunge pool system, comprise the cushion pool 2 of the three grades of staggers being arranged on the different elevation place of reservoir dam side massif, by the upstream channel of approach 1 that the water in reservoir is drawn, the horizontal flood spillway 4 that the cushion pools at different levels of the second elevation and lowest elevation the are corresponding and water in the cushion pool of lowest elevation is introduced the bank channel of approach 5 of downstream river course 6, the downstream of cushion pool at different levels is positioned at the same side, and cushion pool downstream abutment wall at different levels is provided with overflow weir 3, the arrangement of above-mentioned facility is similar to Fig. 4, and the axis of elevation cushion pool and the second elevation cushion pool is parallel to each other, and the second elevation cushion pool becomes 39.5 ° of angles with the axes intersect of lowest elevation cushion pool, the delivery port of upstream channel of approach 1 is positioned at above the upstream of elevation cushion pool, horizontal flood spillway corresponding to the second elevation cushion pool is identical with the elevation of elevation cushion pool and be connected with the overflow weir that elevation cushion pool is arranged, its delivery port is positioned at above the upstream of the second elevation cushion pool, the horizontal flood spillway that lowest elevation cushion pool is corresponding is identical with the elevation of the second elevation cushion pool and be connected with the overflow weir of the second elevation cushion pool, its delivery port is positioned at above the upstream of lowest elevation cushion pool, the overflow weir 3 that water inlet end and the lowest elevation cushion pool downstream abutment wall of described bank channel of approach 5 are arranged is connected, its end is connected with downstream river course 6, the angle that the water (flow) direction of bank channel of approach 5 end is crossing with the water (flow) direction of downstream river course 6 is 32 °.
The structure of cushion pool is as shown in Fig. 7, Fig. 8, Fig. 9.The tertiary effluent pad pool measure-alike, their length l=30m, width b
1=25m, degree of depth h
1=12m, their height of weir plate h
2=5m, width b
2=18m < b
1, b in formula
1for the width of cushion pool, depth displacement=the second elevation cushion pool between elevation cushion pool and the second elevation cushion pool and the depth displacement=35m between lowest elevation cushion pool, horizontal flood spillway water inlet width corresponding to the second elevation cushion pool is equal with the overflow weir width of elevation cushion pool, the horizontal flood spillway water inlet width that lowest elevation cushion pool is corresponding is equal with the overflow weir width of the second elevation cushion pool, the delivery port width of each horizontal flood spillway and water inlet wide (see Fig. 4).
Result of the test: flood discharge flow is 1200m
3during/s, current are smooth-going enters river course, and obviously wash away nothing bottom downstream bank slope and river, recording bank channel of approach exit velocity is 2.3m/s, and the energy dissipation rate of this energy-dissipating system is 97.2%.
Comparative example 3
Adopt upstream flood discharging tunnel, bottom connects chooses bank and directly chooses energy-dissipating system into downstream river course.
Result of the test: flood discharge flow is 1200m
3during/s, choose fall point apart from opposite bank, river course only 10.2m, seriously downstream atomizing, and scour hole depth reaches 32.12m, threatens the safety of downstream river course side slope and the normal operation of engineering.
It should be noted that: " the second elevation cushion pool " in the various embodiments described above can be described as again " secondary low elevation cushion pool ".
Claims (10)
1. a down stream formula step plunge pool system, it is characterized in that this system comprises the cushion pool (2) of the multi-stage stepwise layout being arranged on the different elevation place of reservoir dam side massif, by the upstream channel of approach (1) that the water in reservoir is drawn, second elevation is to horizontal flood spillway (4) corresponding to the cushion pools at different levels of lowest elevation and the bank channel of approach (5) water in lowest elevation cushion pool being introduced downstream river course (6), the downstream of cushion pool at different levels is positioned at the same side, and cushion pool downstream abutment wall at different levels is provided with overflow weir (3); the delivery port of upstream channel of approach (1) is positioned at above the upstream of elevation cushion pool, horizontal flood spillway corresponding to the second elevation cushion pool is identical with the elevation of elevation cushion pool and be connected with the overflow weir that elevation cushion pool is arranged, its delivery port is positioned at above the upstream of the second elevation cushion pool, the horizontal flood spillway that third high journey cushion pool is corresponding is identical with the elevation of the second elevation cushion pool and be connected with the overflow weir of the second elevation cushion pool, its delivery port is positioned at above the upstream of third high journey cushion pool, horizontal flood spillway corresponding to lowest elevation cushion pool is identical with the elevation of time low elevation cushion pool and be connected with the overflow weir of secondary low elevation cushion pool, its delivery port is positioned at above the upstream of lowest elevation cushion pool, the overflow weir that water inlet end and the lowest elevation cushion pool downstream abutment wall on described bank channel of approach (5) are arranged is connected, its end is connected with downstream river course (6), thus the water in reservoir is dropped to elevation cushion pool through upstream channel of approach, successively drop at different levels cushion pool from height to low to the horizontal flood spillway that the cushion pools at different levels of lowest elevation are corresponding through the second elevation again, and flow into downstream river course through bank channel of approach (5).
2. down stream formula step plunge pool system according to claim 1, is characterized in that the axis of cushion pool at different levels is parallel to each other or intersects acute angle.
3. down stream formula step plunge pool system according to claim 1 or 2, is characterized in that the depth displacement △ x=30 ~ 45m between adjacent two-stage cushion pool.
4. down stream formula step plunge pool system according to claim 1 or 2, is characterized in that the length l=20 ~ 40m of described cushion pool, width b
1=15 ~ 30m, degree of depth h
1=maximum stage height+fluctuation height+safe superelevation.
5. down stream formula step plunge pool system according to claim 3, is characterized in that the length l=20 ~ 40m of described cushion pool, width b
1=15 ~ 30m, degree of depth h
1=maximum stage height+fluctuation height+safe superelevation.
6. down stream formula step plunge pool system according to claim 1 or 2, is characterized in that the width b of described overflow weir (3)
2≤ b
1, b in formula
1for the width of cushion pool.
7. down stream formula step plunge pool system according to claim 3, is characterized in that the width b of described overflow weir (3)
2≤ b
1, in formula, b
1for the width of cushion pool.
8. down stream formula step plunge pool system according to claim 4, is characterized in that the width b of described overflow weir (3)
2≤ b
1, in formula, b
1for the width of cushion pool.
9. down stream formula step plunge pool system according to claim 5, is characterized in that the width b of described overflow weir (3)
2≤ b
1, in formula, b
1for the width of cushion pool.
10. down stream formula step plunge pool system according to claim 1 or 2, is characterized in that the water (flow) direction of described bank channel of approach (5) the end angle crossing with the water (flow) direction of downstream river course (6) is acute angle.
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|---|---|---|---|
| CN201410461747.7A CN104294802B (en) | 2014-09-11 | 2014-09-11 | Down stream formula step plunge pool system |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410461747.7A CN104294802B (en) | 2014-09-11 | 2014-09-11 | Down stream formula step plunge pool system |
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| CN104294802A CN104294802A (en) | 2015-01-21 |
| CN104294802B true CN104294802B (en) | 2016-04-27 |
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| CN112900381A (en) * | 2021-01-26 | 2021-06-04 | 珠江水利委员会珠江水利科学研究院 | Rotatory stilling pool formula dissipation structure suitable for shaft |
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