CN103938592B - Sediment trapping bank is offered tap hole and carries out the method shunted of damming - Google Patents
Sediment trapping bank is offered tap hole and carries out the method shunted of damming Download PDFInfo
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- CN103938592B CN103938592B CN201310655013.8A CN201310655013A CN103938592B CN 103938592 B CN103938592 B CN 103938592B CN 201310655013 A CN201310655013 A CN 201310655013A CN 103938592 B CN103938592 B CN 103938592B
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Abstract
Sediment trapping bank is offered tap hole and carries out the method shunted of damming, its technical scheme is: on horizontal sediment trapping bank and/or longitudinal sediment trapping bank, offer tap hole, hole crest level≤overflow weir the elevation of weir crest of described tap hole, when damming, tap hole overflow weir divide flow through water before start point to flow through water, the water entering tap hole flows directly into downstream river course or enters downstream river course through over-speed test (scour gallery built bottom such as Power Plant Dam Section).The method can reduce the highly difficult Longkou flow by stages dammed that dams, and particularly reduces Longkou flow, drop and unit stream energy in the difficulty phase of damming, thus reduces cut-off material turnover rate, ensures the safety and successfully damming of damming, the economy of raising dam project.
Description
Technical field
The invention belongs to the stopped flow technique field in Hydraulic and Hydro-Power Engineering, particularly one is used for stage diversion, the shunt method that dams of high hydraulic parameter.
Background technology
In hydraulic engineering construction, damming and determine the building time of whole engineering, is the key point of building.For the highly difficult discriminant criterion that dams and standard be: high flow rate (flow velocity is greater than 6m/s), large drop (drop is greater than 6m), large unit stream energy (unit stream energy is greater than 80tm/ms).For being less than for this Standard General dam project, conventional closure method can being adopted to be aided with Longkou and to add rough, the flat vertical measure such as stifled and can reduce closure difficulty, ensureing to dam successfully.For the engineering of single index exceeding standard 5% ~ 10%, let out by the control of power station, upstream, clash dike by the broken line described in patent ZL201010129949.3 and dam.But for the dam project that shunting building draining conditions is poor, before upper pond level reaches shunting building overcurrent elevation, shunting building cannot effectively be shunted, thus dam in process, when damming the difficulty phase, each discriminant criterion is all above standard 10%, and the index even had can exceed standard more than 20%.Now adopting broken line to clash dike can cause high-velocity flow scour to clash dike downstream toe, causes dike turning point in an opposite direction to cave in, threatens man-machine safety, dam and cannot carry out smoothly.
Summary of the invention
The object of the invention is to for the deficiencies in the prior art, a kind of tap hole of offering on sediment trapping bank is provided to carry out the method shunted of damming, to reduce the highly difficult Longkou flow dammed that dams by stages, particularly reduce Longkou flow, drop and unit stream energy in the difficulty phase of damming, thus reduce cut-off material turnover rate, guarantee is dammed safety and successfully damming, and improves the economy of dam project.
Tap hole of offering on sediment trapping bank of the present invention carries out the method shunted of damming, its technical scheme is: on horizontal sediment trapping bank and/or longitudinal sediment trapping bank, offer tap hole, hole crest level≤overflow weir the elevation of weir crest of described tap hole, when damming, tap hole overflow weir divide flow through water before start point to flow through water, the water entering tap hole flows directly into downstream river course or enters downstream river course through over-speed test (scour gallery built bottom such as Power Plant Dam Section).
The above-mentioned shunt method that dams, described tap hole can have various shape, but considers from the angle of construction, preferred rectangular opening (containing square hole) and slotted eye (containing circular port).If tap hole is rectangular opening, the height of described rectangular opening is h, and width is l, 1m≤h≤10m, h ︰ l=1 ︰ (0.4 ~ 2.5).If tap hole is slotted eye, the first shaft length of described slotted eye is a, and the second shaft length is c, 1m≤a≤10m, a ︰ c=1 ︰ (0.4 ~ 2.5).
Mainly determine according to the shutoff difficulty of silt distribution and later stage tap hole before the maximum conveyance capacity of overcurrent building, sediment trapping bank after shunt volume, tap hole about the size of tap hole and the position of offering on sediment trapping bank.When tap hole downstream inflow-rate of water turbine be subject to scour gallery or bottom diversion outlet control time, need according to the conveyance capacity determination tap hole size of scour gallery or bottom diversion outlet, tap hole conveyance capacity should match with scour gallery or bottom diversion outlet conveyance capacity.When tap hole rear portion is without control overcurrent building, tap hole should select large-size, to increase separation capacity.
In order to prevent silt to the blocking of tap hole, described tap hole Bottom Altitude should be greater than the elevation that silt is piled up in place bottom the period tap hole that dams, and bottom tap hole Bottom Altitude and tap hole, the depth displacement d=0.5m ~ 2m between the elevation of silt is piled up in place.
The above-mentioned shunt method that dams, with when sediment trapping bank being offered two or more tap holes, the spacing b=1m between adjacent tap hole ~ 5m, to ensure stability when shunting.Need in practical application to consider that overcurrent flow and stability select tap hole number.
The above-mentioned shunt method that dams is preferably identical with the tap hole shape and size that sediment trapping bank is offered.
Adopt the method for the invention, when damming, along with the rising of upper pond level, tap hole overflow weir divide flow through water before start point to flow through water, the water entering tap hole flows directly into downstream river course, or utilizes and build scour gallery or reserved bottom outlet enters downstream river course.Be now without extruding stream, flow is very fast with the growth of water level, and conveyance capacity is comparatively strong, can reduce Longkou flow fast.When water level exceeds top, tap hole hole, tap hole is for pressing through stream, and overflow weir starts overcurrent simultaneously, and both shunt jointly, reduces Longkou flow fast, drop and unit stream energy, shortens difficulty duration phase of damming.
The present invention has following beneficial effect:
1, because the inventive method offers tap hole on horizontal and/or longitudinal sediment trapping bank, and the hole of tap hole crest level≤overflow weir elevation of weir crest, when damming, tap hole overflow weir divide flow through water before start point to flow through water, when water level exceeds top, tap hole hole, tap hole and overflow weir are shunted jointly, thus for highly difficult dam project, (flow velocity is greater than 6m/s, drop is greater than 6m, unit stream energy is greater than 80tm/ms), Longkou flow in the difficulty phase of damming can be effectively reduced, the hydraulic indexes such as drop and unit stream energy, thus reduce cut-off material use amount and turnover rate, reduce the cut-off material side of getting the raw materials ready amount, shorten difficulty time phase of damming, ensure the safety of damming and carry out that (in the difficult phase of damming, Longkou flow can reduce 40% ~ 70% smoothly, Longkou Peak Flow Rate reduces 15% ~ 20%, Longkou drop reduces 5% ~ 15%, the maximum unit stream energy in Longkou reduces 25% ~ 40%, the total turnover rate of cut-off material reduces to reach 38.8% ~ 66.76%, see each embodiment and comparative example), need step hydropower station, upstream to carry out controlling the engineering of letting out for part, can river closure time be shortened, reach the control of shortening upstream and let out the time, improve engineering economy.
2, the hole crest level≤overflow weir elevation of weir crest of tap hole in the inventive method, is conducive to after upper pond level reaches overflow weir crest level, giving full play to overflow weir shunting action.
3, the inventive method is specially adapted to the stage diversion building later stage and dams, and can make full use of built scour gallery or reserved bottom outlet is shunted, and can select suitable position of opening and the type of tap hole flexibly, reduce later stage shutoff difficulty, method is simple, and construction is easily, practical.
Accompanying drawing explanation
Fig. 1 is the arrangement diagram of dam project being by stages provided with tap hole on longitudinal sediment trapping bank.
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 arrangement diagram of dam project being by stages provided with tap hole on horizontal sediment trapping bank.
Fig. 5 is the C-C sectional view of Fig. 4.
Fig. 6 is the arrangement diagram of dam project by stages being provided with tap hole on horizontal and vertical sediment trapping bank.
Fig. 7 is the A-A sectional view of Fig. 6.
In figure, 1---riverbank, 2---dike, 3 in an opposite direction---channel diversion wall, 4---overflow weir, 5---open channel that dams, 6---horizontal sediment trapping bank, 7---tap hole, 8---longitudinal sediment trapping bank, 9---Power Plant Dam Section, 10---scour gallery or reserved bottom outlet, the highest altitude traverse, h---rectangle tap hole height, l---rectangle tap hole width, a-oval tap hole first shaft length, c-oval tap hole second shaft length, b---spacing between adjacent tap hole of place accumulation silt bottom the 11-period tap hole that dams.
Detailed description of the invention
The inventive method is described further by embodiment below in conjunction with accompanying drawing.
The project profile of embodiment 1 and comparative example 1 is as follows:
Certain power station adopts stage diversion, and its three phase is open channel closure, closure discharge 650m
3/ s, this power station diversion canal base plate high-rise 982m, overflow weir crest level 994m, both reach 12m at the discrepancy in elevation, when three phases dammed, need Longkou to join the two sections of a bridge, etc certain limit, reservoir level heap soil or fertilizer over and around the roots up to after overflow weir elevation of weir crest, overflow weir competence exertion shunting action.This project height drop, large flow velocity are also deposited, and the intensity of jettisoninging of damming is high, and material turnover rate of jettisoninging is large, has risk of failure of necessarily damming.Simultaneously engineering is dammed and is subject to the influence of topography, and open channel base plate cannot be adopted to add rough technology, and unconditionally arranges two dike in an opposite direction, and cause its flow velocity to reach 10.01m/s, drop reaches 240t.m/ (s.m) up to 7.6m, unit stream energy, closure difficulty is larger.This project is built scour gallery.
For above-mentioned engineering, carry out the simulated test of following two kinds of shuntings of damming:
Embodiment 1
The present embodiment adopts linear pattern to clash dike 2, longitudinal sediment trapping bank 8 is provided with two rectangle tap holes 7, as shown in Figure 1, Figure 2, Figure 3 shows, two tap holes measure-alike, height h=10m, width l=4m, depth-width ratio is 1:0.4, the spacing b=1m between two tap holes.The elevation being piled up silt by place bottom tap hole is 982m, thus tap hole Bottom Altitude is designed to 984m, makes place bottom tap hole Bottom Altitude and tap hole pile up the depth displacement d=2m between the highest elevation of silt.
Result of the test: when Longkou width is 50m, namely upper pond level reaches 984.69m, tap hole starts point to flow through water, reaches the effect shunted in advance.The most hard time that dams appears at Longkou width when being 20 ~ 15m, and now tap hole flow reaches 295m
3/ s, and Longkou flow is only 220m
3/ s, Peak Flow Rate is 8.36m/s, and drop is 6.92m, and unit stream energy maximum value is 165.98t.m/ (s.m).Under this flow, its total turnover rate of damming is only 10.2%, and artificial cut-off material turnover rate is only 8.7%, 4.3 ten thousand sides that get the raw materials ready of damming, and river closure time is 44 hours.
Comparative example 1
This comparative example adopts fold-line-shaped to clash dike, on sediment trapping bank, does not arrange tap hole.
Result of the test: when the difficulty phase of damming is Longkou width 30m ~ 15m, now overflow weir starts overcurrent, and flow is 80m
3/ s, Longkou flow 570m
3/ s, Peak Flow Rate is up to 9.93m/s, and drop reaches 7.54m, unit stream energy is up to 234t.m/ (s.m), and its total turnover rate of damming reaches 47.5%, and artificial cut-off material turnover rate reaches 39.47%, the side's of getting the raw materials ready amount is 9.02 ten thousand sides, and the upstream control time of letting out is 66 hours.Simultaneously to clash the avalanche of dike turning obvious for fold-line-shaped, and fold-line-shaped to clash dike axis longer, this means the growth of river closure time, upstream can be caused to control let out, unit extends standby time, engineering cost is high.
The project profile of embodiment 2 and comparative example 2 is as follows:
Certain power station is weir power station, adopts stage diversion in construction, and its Final Issue is river closure, closure discharge 270m
3/ s, this power station bed elevation is 574m, considers reservoir area siltation, therefore overflow weir elevation is decided to be 584m, and both reach 10m at the discrepancy in elevation, and simultaneously because construction speed causes its shunting building single, but power building monolith reserves overcurrent bottom outlet.
For above-mentioned engineering, carry out the simulated test of following two kinds of shuntings of damming:
Embodiment 2
In the present embodiment, the setting of tap hole as shown in Figure 4, Figure 5, horizontal sediment trapping bank 6 has been offered a tap hole 7, tap hole is rectangular opening, the height h=2.5m of rectangular opening, width l=1m, depth-width ratio is 1:0.4, estimate that the highest height value that silt is piled up in place bottom this river later stage tap hole is 578m, therefore tap hole Bottom Altitude is designed to 578.5m, make place bottom tap hole Bottom Altitude and tap hole pile up depth displacement d=0.5m between the elevation of silt.
Result of the test: when the difficulty phase of damming is 15 ~ 10m, in process of damming, the maximum inflow-rate of water turbine of scour gallery is 105m
3/ s, Longkou flow is only 110m
3/ s, Peak Flow Rate is 6.12m/s, and drop is 6.73m, unit stream energy maximum value is 92.7t.m/ (s.m), and the total turnover rate of cut-off material is only 20.29%, and wherein artificial cut-off material turnover rate is 12.12%, dam 3.4 ten thousand sides that get the raw materials ready, river closure time is 27 hours.
Comparative example 2
Adopt traditional line type to clash dike to dam, tap hole is not set on sediment trapping bank.
Result of the test: when the difficulty phase of damming is Longkou width 20m ~ 15m, now Longkou flow reaches 365m
3/ s, Peak Flow Rate is up to 7.45m/s, drop reaches 7.22m, unit stream energy is up to 147t.m/ (s.m), and the total turnover rate of cut-off material is up to 70%, and wherein artificial cut-off material turnover rate reaches 70.2%, need higher damming to jettisoning intensity and more artificial cut-off material simultaneously, the side's of getting the raw materials ready amount is 4.2 ten thousand sides, and economy is lower, and river closure time is 36 hours.
The project profile of embodiment 3 and comparative example 3 is as follows:
Certain power station is block power plant, adopts three phase water conservancy diversion in construction, and its Final Issue is open channel closure, closure discharge 520m
3/ s, this power station bed elevation is 352m, considers reservoir area siltation, therefore overflow weir elevation is decided to be 365m, and both reach 13m at the discrepancy in elevation, and can consider that when open channel closure shunting building is only 4 hole overflow weirs, power station builds scour gallery.
For above-mentioned engineering, carry out the simulated test of following two kinds of shuntings of damming:
Embodiment 3
In the present embodiment, the setting of tap hole as shown in Figure 6, arranges a tap hole 7 at longitudinal sediment trapping bank 8, arranges two tap holes 7 at horizontal sediment trapping bank 6.The tap hole shape that longitudinal sediment trapping bank 8 is offered as shown in Figure 7, is slotted eye, the first shaft length a=10m of this slotted eye, the second shaft length c=4m, a ︰ c=1 ︰ 0.4.Two tap holes that horizontal sediment trapping bank 6 is offered are measure-alike slotted eye, the spacing b=5m between the first shaft length a=1m of described slotted eye, the second shaft length c=2.5m, a ︰ c=1 ︰ 2.5, two tap hole.Consider power station run after before horizontal sediment trapping bank 6 Sediment Siltation elevation be 354m, therefore tap hole Bottom Altitude is designed to 356m, makes place bottom tap hole Bottom Altitude and tap hole pile up the depth displacement d=2m between the highest elevation of silt.Consider power station run after before longitudinal sediment trapping bank 8 Sediment Siltation elevation be 354m, therefore tap hole Bottom Altitude is designed to 354.5m, makes place bottom tap hole Bottom Altitude and tap hole pile up the depth displacement d=0.5m between the highest elevation of silt.
Result of the test: when the difficulty phase of damming is Longkou width 20 ~ 10m, in process of damming, the maximum inflow-rate of water turbine of scour gallery is 227m
3/ s, Longkou flow is 245m
3/ s, Peak Flow Rate is 7.33m/s, and difficulty phase drop is only 8.96m, unit stream energy maximum value is 146.6t.m/ (s.m), and the total turnover rate of cut-off material is only 23.24%, and wherein artificial cut-off material turnover rate is only 16.13%, dam 6.4 ten thousand sides that get the raw materials ready, river closure time is 45 hours.
Comparative example 3
Adopt traditional line type to clash dike to dam, tap hole is not set on sediment trapping bank.
Result of the test: when the difficulty phase of damming is Longkou width 35m ~ 10m, now Longkou flow is 430m
3/ s, Longkou Peak Flow Rate is up to 9.23m/s, drop reaches 10.31m, unit stream energy is up to 203t.m/ (s.m), the total turnover rate of cut-off material is up to 90%, and wherein artificial cut-off material turnover rate reaches 80.2%, needs higher damming to jettisoning intensity and more artificial cut-off material, the side's of getting the raw materials ready amount is 10.2 ten thousand sides, and economy is lower.River closure time is 62 hours.
Claims (5)
1. on sediment trapping bank, offer tap hole to carry out damming the method for shunting for one kind, it is characterized in that offering tap hole (7) on horizontal sediment trapping bank (6) and/or longitudinal sediment trapping bank (8), hole crest level≤overflow weir (4) elevation of weir crest of described tap hole, when damming, tap hole (7) starts point to flow through water before overflow weir (4) point flows through water, and the water entering tap hole flows directly into downstream river course or enters downstream river course through over-speed test (10); Described tap hole (7) is rectangular opening, and the height of rectangular opening is h, and width is l, 1m≤h≤10m, h: l=1: (0.4 ~ 2.5); Or described tap hole (7) is slotted eye, the first shaft length of slotted eye is a, and the second shaft length is c, 1m≤a≤10m, a: c=1: (0.4 ~ 2.5).
2. on sediment trapping bank, offer tap hole according to claim 1 carry out the method shunted of damming, it is characterized in that tap hole Bottom Altitude is greater than the elevation that silt is piled up in place bottom the period tap hole that dams, and bottom tap hole Bottom Altitude and tap hole, the depth displacement d=0.5m ~ 2m between the elevation of silt is piled up in place.
3. according to claim 1 or 2, on sediment trapping bank, offer tap hole to carry out damming the method for shunting, it is characterized in that with when sediment trapping bank being offered two or more tap holes, the spacing b=1m between adjacent tap hole ~ 5m.
4. according to claim 1 or 2, on sediment trapping bank, offer tap hole carry out the method shunted of damming, it is characterized in that the tap hole shape and size with sediment trapping bank is offered are identical.
5. on sediment trapping bank, offer tap hole according to claim 3 carry out the method shunted of damming, it is characterized in that the tap hole shape and size with sediment trapping bank is offered are identical.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201310655013.8A CN103938592B (en) | 2013-12-06 | 2013-12-06 | Sediment trapping bank is offered tap hole and carries out the method shunted of damming |
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| CN201310655013.8A CN103938592B (en) | 2013-12-06 | 2013-12-06 | Sediment trapping bank is offered tap hole and carries out the method shunted of damming |
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| CN103938592B true CN103938592B (en) | 2016-02-24 |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104762938B (en) * | 2015-04-22 | 2017-04-12 | 武汉大学 | Diversion channel closure method |
| CN104831689B (en) * | 2015-05-28 | 2016-08-17 | 杨建能 | A kind of automatic flood control, the water intake facilities of anti-alluvial of blowdown |
| CN105464042B (en) * | 2015-12-02 | 2017-04-05 | 黄河勘测规划设计有限公司 | Multi-functional protection against erosion sediment trapping bank |
| CN106400751A (en) * | 2016-09-09 | 2017-02-15 | 中国电建集团成都勘测设计研究院有限公司 | Sand blocking ridge structure and construction process thereof |
| CN106869090B (en) * | 2017-03-24 | 2019-01-18 | 武汉大学 | Dreg-blocking board sub-assembly and diversion tunnel debris retaining Slagoff method |
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| CN1546799A (en) * | 2003-12-04 | 2004-11-17 | 徐良存 | Culvert type river damming machine and river damming method therefor |
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2013
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Patent Citations (4)
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|---|---|---|---|---|
| DE3341336A1 (en) * | 1983-11-15 | 1985-05-23 | Martin 7095 Rainau Wiedemann | Discharge channel for water |
| CN1546799A (en) * | 2003-12-04 | 2004-11-17 | 徐良存 | Culvert type river damming machine and river damming method therefor |
| CN101845804A (en) * | 2010-05-20 | 2010-09-29 | 中国水利水电第五工程局有限公司 | Construction method of narrow interception advancing closure under high hydraulic indexes |
| JP2013159952A (en) * | 2012-02-03 | 2013-08-19 | Ralloc Co Ltd | Breakwater |
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| 平班水电站二期导截流整体水工模型试验研究;杨亚斌等;《红水河》;20070228;第26卷(第1期);第53页第1-2小节，第54页右栏第4行-最后1行，第55页第1行 * |
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