CN104294801B - Hang down stream formula plunge pool system - Google Patents
Hang down stream formula plunge pool system Download PDFInfo
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- CN104294801B CN104294801B CN201410460592.5A CN201410460592A CN104294801B CN 104294801 B CN104294801 B CN 104294801B CN 201410460592 A CN201410460592 A CN 201410460592A CN 104294801 B CN104294801 B CN 104294801B
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- pool
- cushion pool
- cushion
- elevation
- down stream
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 31
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 19
- 239000000725 suspension Substances 0.000 claims abstract description 11
- 238000006073 displacement reaction Methods 0.000 claims description 11
- 230000021715 photosynthesis, light harvesting Effects 0.000 abstract description 14
- 230000000052 comparative effect Effects 0.000 description 12
- 238000009412 basement excavation Methods 0.000 description 4
- 238000007599 discharging Methods 0.000 description 3
- 230000006378 damage Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000005406 washing Methods 0.000 description 2
- UPLPHRJJTCUQAY-WIRWPRASSA-N 2,3-thioepoxy madol Chemical compound C([C@@H]1CC2)[C@@H]3S[C@@H]3C[C@]1(C)[C@@H]1[C@@H]2[C@@H]2CC[C@](C)(O)[C@@]2(C)CC1 UPLPHRJJTCUQAY-WIRWPRASSA-N 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
Classifications
-
- 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)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Earth Drilling (AREA)
Abstract
Suspension down stream formula plunge pool system of the present invention, including the multistage cushion pool being arranged on massif difference elevation place, reservoir dam side and the upstream flume drawn by the water in reservoir。The outlet of upstream flume is positioned at above the upstream of elevation cushion pool, the floor projection of adjacent two-stage cushion pool partly overlaps, sidewall at the upper elevation cushion pool falling into next elevation cushion pool floor projection offers downflow weir, by downflow weir, the water in a upper elevation cushion pool is dropped in next elevation cushion pool, the floor projection of lowest elevation cushion pool and the floor projection of downstream river course partly overlap, and the sidewall at the lowest elevation cushion pool falling into downstream river course floor projection offers downflow weir。Energy-dissipating system of the present invention is applicable to Narrow Valleys, the low discharge high water head hydraulic engineering of downstream river course constriction gradually, can improve energy dissipation rate and engineering safety and economy, reduces the degree of difficulty of project playout。
Description
Technical field
The invention belongs to the novel energy-dissipating tech field in Hydraulic and Hydro-Power Engineering, particularly to a kind of energy-dissipating system being combined with disspation through hydraudic jimp suitable in the cushion pool of the low discharge high water head hydraulic engineering of Narrow Valleys, downstream river course constriction gradually。
Background technology
During high-head power station is built, for ensureing the safety that hydraulic engineering is in operation, it is necessary to adopt a series of Energy Dissipation Measures。Traditional energy dissipating measure includes traditional disspation through hydraudic jimp, flip trajectory bucket and submerged bucket dissipator, and novel energy-dissipating installation includes vertical shaft eddy flow energy dissipating, flaring gate pier, ladder energy dissipating, hole jack panel energy dissipating etc.。But for Narrow Valleys, two sides massif is vertical, upstream is wider, downstream river course constriction gradually, bank slope rock mass geology complicated condition engineering, it is difficult to the flood-discharge tunnel by mode arrangement stiling basin 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
Present invention aims to existing Energy Dissipation Modes and be subject to the deficiency of topography and geomorphology arrangement condition restriction, one is provided to be applicable to Narrow Valleys, the suspension down stream formula plunge pool system of the low discharge high water head hydraulic engineering of downstream river course constriction gradually, to improve energy dissipation rate and engineering safety and economy, reduce the degree of difficulty of project playout。
Suspension down stream formula plunge pool system of the present invention, including the multistage cushion pool being arranged on massif difference elevation place, reservoir dam side and the upstream flume drawn by the water in reservoir；The outlet of described upstream flume is positioned at above the upstream of elevation cushion pool, water from reservoir is dropped in elevation cushion pool, the floor projection of adjacent two-stage cushion pool partly overlaps, sidewall at the upper elevation cushion pool falling into next elevation cushion pool floor projection offers downflow weir, by described downflow weir, the water in a upper elevation cushion pool is dropped in next elevation cushion pool, the floor projection of lowest elevation cushion pool and the floor projection of downstream river course partly overlap, sidewall at the lowest elevation cushion pool falling into downstream river course floor projection offers downflow weir, by described downflow weir, the water in lowest elevation cushion pool is dropped in downstream river course。In this process, utilize down stream to make current collide, strong shock, turbulent fluctuation, blending and shearing occur, eliminate portion of energy, reach to improve energy dissipation rate, it is to avoid the purpose of wprks。
Above-mentioned suspension down stream formula plunge pool system, the depth displacement △ x=30～45m between adjacent two-stage cushion pool, in case the flow velocity that stops dropping crosses havoc cushion pool, and ensure that quantities is minimum。Depth displacement between cushion pools at different levels selects according to geological conditions, it is possible to equal, it is also possible to not etc.。Cushion pool is wholly or largely placed on massif, to ensure the stability of cushion pool。
Above-mentioned suspension down stream formula plunge pool system, the length l=20 of cushion pool～40m, width b1=15～30m, degree of depth h1=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, described fluctuation highly is acutely rolled the SEA LEVEL VARIATION caused for current, and described safe superelevation will not rout up cushion pool desired height for guarantee current。
For avoiding cushion pool to destroy, concrete in cushion pool should being avoided to produce tension, cushion pool should be built in excavation, avoids embankment as far as possible, and cushion pool should carry out seepage control measure, it is to avoid seepage causes the destruction of energy-dissipating system。Should ensure that certain depth of water in cushion pools at different levels, it is prevented that during flood discharge, maximum stream flow nappe flow directly impacts plunge pool floor and causes cushion pool to destroy, and then washes away massif and cause the destruction of unrepairable, jeopardizes hinge and runs safety simultaneously。
Above-mentioned suspension down stream formula plunge pool system, the width b of described downflow weir2=0.3l～0.5l, in formula, l is the length of cushion pool。
The method have the advantages that
1, current down stream step by step in energy-dissipating system of the present invention, segmentation carries out energy dissipating, energy dissipation rate is increased relative to earth's surface chute spillway (i > 1), avoid the potential safety hazard that engineering is brought by the high-velocity flow that low discharge, high water head produce simultaneously, or adopt choose washing away downstream river course during stream, ensure the safety of hinge, it is particularly well-suited to river valley narrow, the low discharge high water head hydraulic engineering of downstream river course constriction gradually, solves the problem that site condition limits, topographic and geologic condition limits that existing Energy Dissipation Modes is arranged。
2, the cushion pool in energy dissipating system of the present invention is arranged on the massif of dam body side, the engineering geological condition and the geomorphologic conditions that coordinate hinge place dam site are built, by adjusting cushion pool size, excavated-in t4 quantity is reached minimum, avoid excavating flood discharging tunnel in Narrow Valleys or be a large amount of filled soil quality of typically requiring of grading during spillway, improve engineering economy。
3, energy-dissipating system of the present invention coordinates the engineering geological condition 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 disadvantageous geologic condition can be avoided, greatly reduce project playout difficulty。
Accompanying drawing explanation
Fig. 1 is the general arrangement of suspension down stream formula plunge pool system of the present invention。
Fig. 2 is the A-A sectional view of Fig. 1。
Fig. 3 is the B-B sectional view of Fig. 1。
Fig. 4 is the structural representation of single cushion pool。
Fig. 5 is the top view of Fig. 4。
Fig. 6 is the C-C sectional view of Fig. 5。
In figure, 1 upstream flume, 2 cushion pools, 3 downflow weirs, 4 downstream river courses, 5 massifs, 6 dams, 7 reservoirs, 8 water surface curves, h1The cushion pool degree of depth, h2Height of weir plate, l cushion pool length, b1Cushion pool width, b2Downflow weir width, the depth displacement between the adjacent two-stage cushion pool of Δ x。
Detailed description of the invention
By the examples below suspension down stream formula 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 constriction gradually, and reservoir upper pond level elevation is 762.30m, and level of tail water elevation is 672.30m, and drop is 90m, and flood discharge flow is 320m3/s。
For above-mentioned engineering, embodiment 1 and 1 two kinds of energy-dissipating system of comparative example are adopted to carry out hydraulic model test。
Embodiment 1
Down stream formula plunge pool system is hung, including the tertiary effluent pad pool 2 being arranged on massif difference elevation place, reservoir dam side and the upstream flume 1 drawn by the water in reservoir described in the present embodiment；The arrangement of above-mentioned facility such as Fig. 1, Fig. 2, shown in Fig. 3, the axis of cushion pools at different levels is parallel to each other, the floor projection of adjacent two-stage cushion pool partly overlaps, sidewall at the elevation cushion pool falling into the second elevation cushion pool floor projection offers downflow weir 3, sidewall at the second elevation cushion pool falling into lowest elevation cushion pool floor projection offers downflow weir 3, sidewall at the lowest elevation cushion pool falling into downstream river course floor projection offers downflow weir 3, the outlet of described upstream flume 1 is positioned at above the upstream of elevation cushion pool, water from reservoir is dropped in elevation cushion pool, by the downflow weir of elevation cushion pool, the water in most elevation cushion pool is dropped in the second elevation cushion pool, by the downflow weir of the second elevation cushion pool, the water in the second elevation cushion pool is dropped in lowest elevation cushion pool, by the downflow weir of lowest elevation cushion pool, the water in lowest elevation cushion pool is dropped in downstream river course 4。
The structure of cushion pool is shown in Fig. 4, Fig. 5, Fig. 6。The tertiary effluent pad pool equivalently-sized, their length l=20m, width b1=15m, degree of depth h1=10m, their height of weir plate h2=5m, width b2=10m。Depth displacement=the 30m between depth displacement=the second elevation cushion pool and the lowest elevation cushion pool between elevation cushion pool and the second elevation cushion pool, described upstream flume adopts trapezoidal cross-section to arrange, cushion pools at different levels are placed on massif width and are 10m。
Result of the test: flood discharge flow is 320m3During/s, water flow stationary enters downstream river course, and to downstream river course without substantially washing away, recording average current flow velocity on lowest elevation cushion pool downflow weir is 5.5m/s, and this energy-dissipating system energy dissipation rate reaches 96.6%；Engineering excavation amount is 2.1 ten thousand m3, total concreting amount is 3.2 ten thousand m3。
Comparative example 1
This comparative example employing flood discharging tunnel+choose bank layout, current are directly chosen into downstream river course, and the flood discharging tunnel gradient is 0.8, and total earthwork reaches 230,000 m3, owing to geological conditions limits, the total consumption of supporting concrete reaches 4.3 ten thousand m3。
Result of the test: flood discharge flow is 320m3During/s, recording and choose maximum flow of water flow velocity in the horizontal water-drawing channel of bank leading portion and reach 24.2m/s, choose fall point from opposite bank, river course 7.2m, scour hole depth is as deep as to 22.3m, injuring downstream bank slope and hinge runs safety。
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 constriction gradually, and reservoir entrance elevation is 1126.00m, and outlet elevation is 1021.00m, and drop is 105m, and flood discharge flow is 650m3/ s。For above-mentioned engineering, embodiment 2 and 2 two kinds of energy-dissipating system of comparative example are adopted to carry out hydraulic model test。
Embodiment 2
Down stream formula plunge pool system is hung, including the tertiary effluent pad pool 2 being arranged on massif difference elevation place, reservoir dam side and the upstream flume 1 drawn by the water in reservoir described in the present embodiment；The arrangement of above-mentioned facility is as shown in Figure 1, Figure 2, Figure 3 shows, identical with embodiment 1。
The structure of cushion pool is shown in Fig. 4, Fig. 5, Fig. 6。Elevation cushion pool and the second elevation cushion pool is equivalently-sized, their length l=30m, width b1=25m, degree of depth h1=20m, they downflow weir degree of depth h2=15m, width b2=9m, the depth displacement=30m between elevation cushion pool and the second elevation cushion pool, it is 20m that this two-stage cushion pool is placed on the width on massif。The length l=40m of lowest elevation cushion pool, width b1=30m, degree of depth h1=20m, downflow weir degree of depth h2=15m, width b2=20m, being placed on the width on massif is 25m, the depth displacement=45m between lowest elevation cushion pool and the second elevation cushion pool, and described upstream flume adopts trapezoidal cross-section to arrange。
Result of the test: flood discharge flow is 600m3During/s, current smooth-going enters river course, and nothing bottom downstream bank slope and river is substantially washed away, and recording average current flow velocity on lowest elevation cushion pool downflow weir is 8.3m/s, and the energy dissipation rate of this energy-dissipating system is 94.4%。Engineering excavation amount is 2.7 ten thousand m3, concreting amount is 2.1 ten thousand m3
Comparative example 2
This comparative example adopts chute spillway+plunge pool system, and the chute spillway gradient is 1.2, water cushion pool downstream pool length 60m, width 40m, degree of depth 27m, and engineering is embankment 4.2 ten thousand m altogether3, concreting amount reaches 3.3 ten thousand m3。
Result of the test: flood discharge flow is 600m3During/s, recording cushion pool end average current flow velocity is 10.23m/s, and in cushion pool, Peak Flow Rate reaches 31.21m/s, and energy dissipation rate is 87.9%, and this engineering economy and effect of energy dissipation relatively embodiment 2 is poor。
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 constriction gradually, and reservoir entrance elevation is 747.00m, and outlet elevation is 627.00m, and drop is 120m, and flood discharge flow is 570m3/ s。For above-mentioned engineering, embodiment 3 and 3 two kinds of energy-dissipating system of comparative example are adopted to carry out hydraulic model test。
Embodiment 3
Down stream formula plunge pool system is hung, including the tertiary effluent pad pool 2 being arranged on massif difference elevation place, reservoir dam side and the upstream flume 1 drawn by the water in reservoir described in the present embodiment；The arrangement of above-mentioned facility is as shown in Figure 1, Figure 2, Figure 3 shows, identical with embodiment 1。
The structure of cushion pool is shown in Fig. 4, Fig. 5, Fig. 6。The tertiary effluent pad pool equivalently-sized, their length l=30m, width b1=25m, degree of depth h1=10m, their height of weir plate h2=5m, width b2=10m。Depth displacement=the 40m between depth displacement=the second elevation cushion pool and the lowest elevation cushion pool between elevation cushion pool and the second elevation cushion pool, described upstream flume adopts trapezoidal cross-section to arrange, cushion pools at different levels are all placed on massif。
Result of the test: flood discharge flow is 570m3During/s, current smooth-going enters river course, and nothing bottom downstream bank slope and river is substantially washed away, and recording mean flow rate on lowest elevation cushion pool downflow weir is 4.7m/s, and this energy-dissipating system energy dissipation rate is 92.5%。Engineering excavation amount is 3.2 ten thousand m3, concreting amount is 1.7 ten thousand m3。
Comparative example 3
This comparative example adopts chute spillway+plunge pool system, and the chute spillway gradient is 1.4, water cushion pool downstream pool length 80m, width 40m, degree of depth 26m, and engineering is embankment 7.1 ten thousand m altogether3, concreting amount reaches 5.4 ten thousand m3。
Result of the test: water flood discharge flow is 570m3During/s, recording cushion pool end mean flow rate is 11.27m/s, and in cushion pool, Peak Flow Rate reaches 28.69m/s, and energy dissipation rate reaches 65.4%, and this engineering economy and effect of energy dissipation relatively embodiment 3 is poor。
It should be understood that " the second elevation cushion pool " in the various embodiments described above can be described as again " secondary low elevation cushion pool "。
Claims (9)
1. one kind is hung down stream formula plunge pool system, it is characterised in that this system includes the multistage cushion pool (2) being arranged on massif difference elevation place, reservoir dam side and the upstream flume (1) drawn by the water in reservoir；
The outlet of described upstream flume (1) is positioned at above the upstream of elevation cushion pool, water from reservoir is dropped in elevation cushion pool, the floor projection of adjacent two-stage cushion pool partly overlaps, sidewall at the upper elevation cushion pool falling into next elevation cushion pool floor projection offers downflow weir (3), by described downflow weir, the water in a upper elevation cushion pool is dropped in next elevation cushion pool, the floor projection of the floor projection of lowest elevation cushion pool and downstream river course (4) partly overlaps, sidewall at the lowest elevation cushion pool falling into downstream river course floor projection offers downflow weir, by described downflow weir, the water in lowest elevation cushion pool is dropped in downstream river course。
2. hang down stream formula plunge pool system according to claim 1, it is characterised in that the depth displacement △ x=30～45m between adjacent two-stage cushion pool。
3. suspension down stream formula plunge pool system according to claim 1 or claim 2, it is characterised in that the length l=20 of cushion pool～40m, width b1=15～30m, degree of depth h1=maximum stage height+fluctuation height+safe superelevation。
4. suspension down stream formula plunge pool system according to claim 1 or claim 2, it is characterised in that the width b of described downflow weir (3)2=0.3l～0.5l, in formula, l is the length of cushion pool。
5. hang down stream formula plunge pool system according to claim 3, it is characterised in that the width b of described downflow weir (3)2=0.3l～0.5l, in formula, l is the length of cushion pool。
6. suspension down stream formula plunge pool system according to claim 1 or claim 2, it is characterised in that the axis of cushion pools at different levels is parallel to each other。
7. hang down stream formula plunge pool system according to claim 3, it is characterised in that the axis of cushion pools at different levels is parallel to each other。
8. hang down stream formula plunge pool system according to claim 4, it is characterised in that the axis of cushion pools at different levels is parallel to each other。
9. hang down stream formula plunge pool system according to claim 5, it is characterised in that the axis of cushion pools at different levels is parallel to each other。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410460592.5A CN104294801B (en) | 2014-09-11 | 2014-09-11 | Hang down stream formula plunge pool system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410460592.5A CN104294801B (en) | 2014-09-11 | 2014-09-11 | Hang down stream formula plunge pool system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104294801A CN104294801A (en) | 2015-01-21 |
| CN104294801B true CN104294801B (en) | 2016-06-22 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201410460592.5A Expired - Fee Related CN104294801B (en) | 2014-09-11 | 2014-09-11 | Hang down stream formula plunge pool system |
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Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| NL1036143C (en) * | 2008-10-31 | 2010-05-04 | Oranjewoud Ingb Bv | DEVICE FOR PREVENTING DROWNING DANGER IN LEAVE. |
| CN201635060U (en) * | 2009-11-23 | 2010-11-17 | 广东省电力设计研究院 | High-waterhead flow energy dissipation device |
| CN103225292B (en) * | 2013-05-27 | 2015-10-28 | 珠江水利委员会珠江水利科学研究院 | A kind of dam face energy dissipation tool |
| CN103382717B (en) * | 2013-07-18 | 2015-09-16 | 河海大学 | The ladder energy dissipating method of preposition aeration pond aeration and energy dissipater |
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Granted publication date: 20160622 |