CN103938592A - Method for forming flow dividing holes in sand blocking ridges for flow stopping and dividing - Google Patents
Method for forming flow dividing holes in sand blocking ridges for flow stopping and dividing Download PDFInfo
- Publication number
- CN103938592A CN103938592A CN201310655013.8A CN201310655013A CN103938592A CN 103938592 A CN103938592 A CN 103938592A CN 201310655013 A CN201310655013 A CN 201310655013A CN 103938592 A CN103938592 A CN 103938592A
- Authority
- CN
- China
- Prior art keywords
- tap hole
- flow
- sediment trapping
- trapping bank
- dam
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Hydraulic Turbines (AREA)
- Other Liquid Machine Or Engine Such As Wave Power Use (AREA)
Abstract
Disclosed is a method for forming flow dividing holes in sand blocking ridges for flow stopping and dividing. According to the technical scheme, the flow dividing holes are formed in the transverse sand blocking ridge and/or the longitudinal sand blocking ridge, the hole crest level of the flow dividing holes is smaller than or equal to the weir crest level of an overflow weir, in the flow stopping process, the flow dividing holes start to carry out flow division to allow water to pass through before the overflow weir carries out flow division to allow the water to pass through, and the water entering the flow dividing holes directly flows into a downstream river channel or enters the downstream river channel through a water building (such as a sand flushing gallery built at the bottom of a plant dam section). According to the method, closure gap flow of highly difficult staging flow stopping can be reduced, especially the closure gap flow, the fall and the single-width power in the flow stopping difficult stage are reduced, and therefore the wastage rate of flow stopping materials is reduced, flow stopping safety and successful flow stopping are guaranteed, and the economical efficiency of the flow stopping project is improved.
Description
Technical field
The invention belongs to the stopped flow technique field in Hydraulic and Hydro-Power Engineering, particularly a kind of for stage diversion, the shunt method that dams of high hydraulic parameter.
Background technology
In hydraulic engineering construction, damming and determined the building time of whole engineering, is the key point of building.For the highly difficult discriminant criterion damming and standard be: high flow rate (flow velocity is greater than 6m/s), large drop (drop is greater than 6m), large single wide power (single wide power is greater than 80tm/ms).For being less than this Standard General dam project, can adopt the routine method of damming to be aided with Longkou and to add the measure such as rough, flat vertical stifled and can reduce closure difficulty, ensure to dam successfully.For the engineering of single index exceeding standard 5%～10%, can 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 poor dam project of shunting building shunting condition, before upper pond level reaches shunting building overcurrent elevation, shunting building cannot effectively be shunted, thereby dam in process, in the time damming the difficulty phase, each discriminant criterion is all above standard 10%, and the index even having can exceed standard more than 20%.Now adopt broken line to clash dike and can cause high-velocity flow scour to clash dike downstream toe, cause dike turning point in an opposite direction to cave in, threaten 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, provide a kind of on sediment trapping bank, offer tap hole dam shunting method, to reduce the highly difficult Longkou flow that dams and dam by stages, particularly reduce Longkou flow, drop and single wide power in the difficulty phase of damming, thereby reduce cut-off material turnover rate, dam safety and successfully damming of guarantee, improves the economy of dam project.
Of the present invention on sediment trapping bank, offer tap hole dam shunting method, its technical scheme is: laterally on sediment trapping bank and/or longitudinal sediment trapping bank, offering tap hole, hole crest level≤overflow weir elevation of weir crest of described tap hole, while damming, tap hole divides and starts before flowing through water point to flow through water at overflow weir, and the water that enters tap hole flows directly into downstream river course or for example, enters downstream river course through water buildings (scour gallery that Power Plant Dam Section bottom is built).
The above-mentioned shunt method that dams, described tap hole can have various shape, but considers from the angle of construction, preferably 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 after shunt volume, tap hole, sediment trapping bank about the size of tap hole and the position of offering on sediment trapping bank.In the time that tap hole downstream inflow-rate of water turbine is subject to scour gallery or the control of water conservancy diversion bottom outlet, need determine tap hole size according to the conveyance capacity of scour gallery or water conservancy diversion bottom outlet, tap hole conveyance capacity should match with scour gallery or water conservancy diversion bottom outlet conveyance capacity.In the time that build without control overcurrent at tap hole rear portion, tap hole should be selected large-size, to increase shunting ability.
In order to prevent the obstruction of silt to tap hole, described tap hole Bottom Altitude should be greater than the place, period tap hole bottom of damming piles up the elevation of silt, and depth displacement d=0.5m～2m between the elevation of tap hole Bottom Altitude and tap hole bottom place accumulation silt.
The above-mentioned shunt method that dams, offer two or more tap holes on sediment trapping bank time, the spacing b=1m～5m between adjacent tap hole, the stability when ensureing to shunt.In practical application, need to consider overcurrent flow and stability selection tap hole number.
The above-mentioned shunt method that dams is preferably identical with the tap hole shape and size of offering on sediment trapping bank.
Adopt the method for the invention, while damming, along with the rising of upper pond level, tap hole divides and starts before flowing through water point to flow through water at overflow weir, and the water that enters tap hole flows directly into downstream river course, or utilizes and build scour gallery or reserved bottom outlet enters downstream river course.Be now that flow is very fast with the growth of water level without extruding stream, conveyance capacity is stronger, can reduce fast Longkou flow.In the time that water level exceeds top, tap hole hole, tap hole is for there being pressure overcurrent, and overflow weir starts overcurrent simultaneously, and both shunt jointly, reduce fast Longkou flow, and drop and single wide power, shorten difficulty duration phase of damming.
The present invention has following beneficial effect:
1, because the inventive method is offered tap hole on horizontal and/or longitudinal sediment trapping bank, and the hole of tap hole crest level≤overflow weir elevation of weir crest, while damming, tap hole divides and starts point to flow through water before flowing through water at overflow weir, in the time that water level exceeds top, tap hole hole, tap hole and overflow weir are shunted jointly, thereby (flow velocity is greater than 6m/s for highly difficult dam project, drop is greater than 6m, single wide power is greater than 80tm/ms), can effectively reduce Longkou flow in the difficulty phase of damming, the hydraulic indexes such as drop and single wide power, thereby 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, the safety that guarantee is dammed and carry out smoothly that (in the difficulty phase of damming, Longkou flow can reduce 40%～70%, Longkou Peak Flow Rate reduces 15%～20%, Longkou drop reduces 5%～15%, the maximum single wide power reduction 25%～40% in Longkou, 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 control the engineering of letting out for part, can shorten the time of damming, reach the control of shortening upstream and let out the time, improve engineering economy.
2, crest level≤overflow weir elevation of weir crest in the hole of tap hole in the inventive method, is conducive to upper pond level and reaches after overflow weir crest level, gives 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 and shunt, and can select flexibly the type of suitable position of opening and tap hole, reduce later stage shutoff difficulty, method is simple, and construction easily, practical.
Brief description of the drawings
Fig. 1 is the arrangement diagram of dam project by stages that is 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 by stages that is 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 that is 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---laterally sediment trapping bank, 7---tap hole, 8---longitudinally 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 the first shaft length, c-oval tap hole the second shaft length, b---spacing between adjacent tap hole of the 11-period tap hole bottom place accumulation silt 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, the high-rise 982m of this power station diversion canal base plate, overflow weir crest level 994m, both reach 12m at the discrepancy in elevation, and three phases, while damming, needed 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.The high drop of this project, large flow velocity are also deposited, and the intensity of jettisoninging of damming is high, and the material turnover rate of jettisoninging is large, has the risk of failure of necessarily damming.Simultaneously engineering is dammed and is subject to the influence of topography, cannot adopt open channel base plate to add rough technology, and unconditionally arranges two dikes in an opposite direction, causes its flow velocity to reach 10.01m/s, drop reaches 240t.m/ (s.m) up to 7.6m, single wide power, and closure difficulty is larger.This project builds 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, longitudinally on sediment trapping bank 8, is being 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 of being piled up silt by place, tap hole bottom is 982m, thereby tap hole Bottom Altitude is designed to 984m, makes the depth displacement d=2m between the highest elevation of tap hole Bottom Altitude and tap hole bottom place accumulation silt.
Result of the test: in the time that Longkou width is 50m, upper pond level reaches 984.69m, tap hole starts point to flow through water, has reached the effect of shunting in advance.When the hard time that dams appears at Longkou width and is 20～15m, 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 single wide power 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 the time of damming is 44 hours.
Comparative example 1
This comparative example adopts fold-line-shaped to clash dike, on sediment trapping bank, tap hole is not set.
Result of the test: the difficulty phase of damming, while being Longkou width 30m～15m, now overflow weir started 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, single wide power 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.It is obvious that simultaneously fold-line-shaped is clashed the avalanche of dike turning, and fold-line-shaped to clash dike axis longer, this means the growth of the time of damming, can cause that upstream control is 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 alluvial, therefore overflow weir elevation is decided to be to 584m, both reach 10m at the discrepancy in elevation, simultaneously because construction speed causes its shunting building single, but the reserved overcurrent bottom outlet of power building monolith.
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, laterally on sediment trapping bank 6, offering 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 it is 578m that the highest height value of silt is piled up in place, this river later stage tap hole bottom, therefore tap hole Bottom Altitude is designed to 578.5m, make the depth displacement d=0.5m between the elevation of tap hole Bottom Altitude and tap hole bottom place accumulation silt.
Result of the test: the difficulty phase of damming, while being 15～10m, in the process of damming, the maximum inflow-rate of water turbine of scour gallery was 105m
3/ s, Longkou flow is only 110m
3/ s, Peak Flow Rate is 6.12m/s, drop is 6.73m, single wide power 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%, 3.4 ten thousand sides that get the raw materials ready of damming, the time of damming is 27 hours.
Comparative example 2
Adopt traditional line type to clash dike and dam, on sediment trapping bank, tap hole is not set.
Result of the test: the difficulty phase of damming, while being Longkou width 20m～15m, now Longkou flow reached 365m
3/ s, Peak Flow Rate is up to 7.45m/s, drop reaches 7.22m, single wide power 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 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 the time of damming 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 alluvial, therefore overflow weir elevation is decided to be to 365m, both reach 13m at the discrepancy in elevation, can consider that shunting building is only 4 hole overflow weirs in the time of open channel closure, 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, is arranged 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 of longitudinally offering on sediment trapping bank 8 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 laterally offering on sediment trapping bank 6 are measure-alike slotted eye, the first shaft length a=1m of described slotted eye, the second shaft length c=2.5m, the spacing b=5m between a ︰ c=1 ︰ 2.5, two tap holes.Consider after power station operation laterally the front Sediment Siltation of sediment trapping bank 6 elevation be 354m, therefore tap hole Bottom Altitude is designed to 356m, make the depth displacement d=2m between the highest elevation of tap hole Bottom Altitude and tap hole bottom place accumulation silt.Consider after power station operation longitudinally the front Sediment Siltation of sediment trapping bank 8 elevation be 354m, therefore tap hole Bottom Altitude is designed to 354.5m, make the depth displacement d=0.5m between the highest elevation of tap hole Bottom Altitude and tap hole bottom place accumulation silt.
Result of the test: the difficulty phase of damming, while being Longkou width 20～10m, in the process of damming, the maximum inflow-rate of water turbine of scour gallery was 227m
3/ s, Longkou flow is 245m
3/ s, Peak Flow Rate is 7.33m/s, difficulty phase drop is only 8.96m, single wide power 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%, 6.4 ten thousand sides that get the raw materials ready of damming, the time of damming is 45 hours.
Comparative example 3
Adopt traditional line type to clash dike and dam, on sediment trapping bank, tap hole is not set.
Result of the test: the difficulty phase of damming, while being Longkou width 35m～10m, now Longkou flow was 430m
3/ s, Longkou Peak Flow Rate is up to 9.23m/s, drop reaches 10.31m, single wide power 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 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.Time of damming is 62 hours.
Claims (10)
- One kind on sediment trapping bank, offer tap hole dam shunting method, it is characterized in that laterally on sediment trapping bank (6) and/or longitudinal sediment trapping bank (8), offering tap hole (7), hole crest level≤overflow weir (4) elevation of weir crest of described tap hole, while damming, tap hole (7) starts point to flow through water before overflow weir (4) point flows through water, and the water that enters tap hole flows directly into downstream river course or passes through water buildings (10) and enters downstream river course.
- 2. on sediment trapping bank, offer according to claim 1 tap hole dam shunting method, it is characterized in that described tap hole (7) is rectangular opening, the height of rectangular opening is h, width is l, 1m≤h≤10m, h ︰ l=1 ︰ (0.4～2.5).
- 3. on sediment trapping bank, offer according to claim 1 tap hole dam shunting method, it is characterized in that 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).
- According to described in arbitrary claim in claims 1 to 3, on sediment trapping bank, offer tap hole dam shunting method, it is characterized in that tap hole Bottom Altitude is greater than the place, period tap hole bottom of damming and piles up the elevation of silt, and depth displacement d=0.5m～2m between the elevation of tap hole Bottom Altitude and tap hole bottom place accumulation silt.
- According to described in arbitrary claim in claims 1 to 3, on sediment trapping bank, offer tap hole dam shunting method, while it is characterized in that offering two or more tap holes on sediment trapping bank, the spacing b=1m～5m between adjacent tap hole.
- 6. on sediment trapping bank, offer according to claim 4 tap hole dam shunting method, while it is characterized in that offering two or more tap holes on sediment trapping bank, the spacing b=1m～5m between adjacent tap hole.
- According to described in arbitrary claim in claims 1 to 3, on sediment trapping bank, offer tap hole dam shunting method, it is characterized in that with the tap hole shape and size of offering on sediment trapping bank identical.
- 8. on sediment trapping bank, offer according to claim 4 tap hole dam shunting method, it is characterized in that with the tap hole shape and size of offering on sediment trapping bank identical.
- 9. on sediment trapping bank, offer according to claim 5 tap hole dam shunting method, it is characterized in that with the tap hole shape and size of offering on sediment trapping bank identical.
- 10. on sediment trapping bank, offer according to claim 6 tap hole dam shunting method, it is characterized in that with the tap hole shape and size of offering on sediment trapping bank identical.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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 |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103938592A true CN103938592A (en) | 2014-07-23 |
| CN103938592B CN103938592B (en) | 2016-02-24 |
Family
ID=51186447
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310655013.8A Expired - Fee Related CN103938592B (en) | 2013-12-06 | 2013-12-06 | Sediment trapping bank is offered tap hole and carries out the method shunted of damming |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103938592B (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104762938A (en) * | 2015-04-22 | 2015-07-08 | 武汉大学 | Diversion channel closure method |
| CN104831689A (en) * | 2015-05-28 | 2015-08-12 | 杨建能 | Siltation-preventing water intake facility achieving automatic flood prevention and pollution discharge |
| CN105464042A (en) * | 2015-12-02 | 2016-04-06 | 黄河勘测规划设计有限公司 | Multifunctional scouring resistance sand blocking dike |
| 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 |
| CN106869090A (en) * | 2017-03-24 | 2017-06-20 | 武汉大学 | Dreg-blocking board sub-assembly and diversion tunnel debris retaining Slagoff method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
-
2013
- 2013-12-06 CN CN201310655013.8A patent/CN103938592B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
Non-Patent Citations (1)
| Title |
|---|
| 杨亚斌等: "平班水电站二期导截流整体水工模型试验研究", 《红水河》, vol. 26, no. 1, 28 February 2007 (2007-02-28) * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104762938A (en) * | 2015-04-22 | 2015-07-08 | 武汉大学 | Diversion channel closure method |
| CN104831689A (en) * | 2015-05-28 | 2015-08-12 | 杨建能 | Siltation-preventing water intake facility achieving automatic flood prevention and pollution discharge |
| CN105464042A (en) * | 2015-12-02 | 2016-04-06 | 黄河勘测规划设计有限公司 | Multifunctional scouring resistance sand blocking dike |
| 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 |
| CN106869090A (en) * | 2017-03-24 | 2017-06-20 | 武汉大学 | Dreg-blocking board sub-assembly and diversion tunnel debris retaining Slagoff method |
| CN106869090B (en) * | 2017-03-24 | 2019-01-18 | 武汉大学 | Dreg-blocking board sub-assembly and diversion tunnel debris retaining Slagoff method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103938592B (en) | 2016-02-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103938592B (en) | Sediment trapping bank is offered tap hole and carries out the method shunted of damming | |
| CN204174574U (en) | For the gear row structure of mud-rock flow protection | |
| CN103266583B (en) | Bent slope underflow energy dissipation structure of water conservancy and hydropower engineering | |
| CN104088250B (en) | Debris flow method based on debris flow formation pattern | |
| WO2014201742A1 (en) | Debris flow drainage trough planning and designing method and application thereof | |
| CN104234013A (en) | Reservoir dam | |
| CN107190712B (en) | A kind of toe bank falls bank stiling basin formula underflow energy dissipator and design method | |
| CN107330274A (en) | Consider the safe computational methods of earth and rockfill dam group control step sluicing of upstream dam bursting flood | |
| CN104264639B (en) | Underflow type step absorption basin energy-dissipating system | |
| CN104762938A (en) | Diversion channel closure method | |
| Erpicum et al. | Piano Key Weir design study at Raviege dam | |
| CN206693187U (en) | A kind of spillway structure | |
| CN104120690A (en) | Method for calculating height of river sluice downstream primary stilling pool tail ridge | |
| CN104695390B (en) | A kind of combined type is super to be let out energy dissipating and to overflow big vast unit and method | |
| CN202214710U (en) | Overflowing-drainage integrated brake weir | |
| CN109778798B (en) | Multistage hole pipe weir flow dividing and silt discharging method | |
| CN202787190U (en) | Frame used in riprap closure method for high flow rate closure gap | |
| CN111424620A (en) | Hydraulic energy dissipation structure and method | |
| CN102383401A (en) | Overflow water drainage integral type sluice weir | |
| CN110593221A (en) | Fold-line type flip bucket at outlet of bank spillway/flood discharge tunnel | |
| CN104264623B (en) | One is dammed and is added rough method with blocking stone grid formula solid | |
| CN203977377U (en) | Sediment trapping training for sediment structure | |
| CN114108575A (en) | Stepped grading spillway with energy dissipation effect | |
| CN104099908B (en) | Gravity type sand obstructing and guiding structure | |
| CN104213545B (en) | Hang underflow type step stiling basin energy-dissipating system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160224 Termination date: 20161206 |