CN109826164A - A kind of barrier lake transient state excitation aerial drainage method - Google Patents
A kind of barrier lake transient state excitation aerial drainage method Download PDFInfo
- Publication number
- CN109826164A CN109826164A CN201910051817.4A CN201910051817A CN109826164A CN 109826164 A CN109826164 A CN 109826164A CN 201910051817 A CN201910051817 A CN 201910051817A CN 109826164 A CN109826164 A CN 109826164A
- Authority
- CN
- China
- Prior art keywords
- flow groove
- cofferdam
- small cofferdam
- interim
- interim small
- 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.)
- Pending
Links
Abstract
The invention discloses a kind of barrier lake transient states to motivate aerial drainage method, for traditional barrier lake builds canals that default flows are smaller existing for aerial drainage and defect that peak flow is big, the present invention determines the range in interim small cofferdam in design dredging flow groove entrance erea according to crest level H, width W and the length L in interim small cofferdam.By forming the small cofferdam of temporary water dash in reserved damming dam upstream portion accumulation body, the reserved cubic metre of earth and stone centainly just measured does not excavate, in the interim small cofferdam of dredging flow groove entrance erea as water-retaining structure, to can guarantee that lake water will not ensure the safety of construction personnel and equipment in construction period overflow.The present invention gives full play to the natural force of sluicing, so that dredging flow groove fast flush during aerial drainage is widened intensification, can reduce dredging flow groove excavation project amount using the incentive action of interim small cofferdam institute water blocking head.
Description
Technical field
The invention belongs to barrier lake aerial drainage disposal technology fields, especially have with a kind of barrier lake transient state excitation aerial drainage method
It closes.
Background technique
Barrier lake is to draw the massif eboulement reasons such as get off by slag stream, ice water deposit or by seismic activity
Play the lake that landslide body intercepts water storage formation after natural river course.The damming dam dam structure for intercepting river is loose, composition at
Point uneven, overall stability is poor, the reasons such as is easy to wash away because of unstability, Man Ding and bursts, causes mud-rock flow, flood etc. in downstream
Secondary disaster causes the serious life in downstream and property loss.Therefore, barrier lake serious for larger, potential threat,
Burst risk to reduce barrier lake, reduces harm of the barrier lake aerial drainage to upstream and downstream.It needs that certain artificial measures is taken to draw
Stream reduces water level before weir, to achieve the purpose that regulation of getting rid of the danger.
For the higher barrier lake of risk, the most important measure of water level is to carry out drainage sluicing in time, and open before reducing weir
Digging dredging flow groove is a kind of effective drainage sluicing method.
Traditional aerial drainage method is that excavation cross section is triangle or duplex triangle shape, vertical section are that phase is compared on multistage difference slope
Dredging flow groove even.But it excavates dredging flow groove and has the disadvantage in that
1, default flows are small: traditional dredging flow groove is very small in the flow at the initial stage of sluicing, cannot quickly reduce damming lake water
Position, being unfavorable for, which reduces barrier lake, bursts risk.
2, peak flow is big: according to the experience of previous barrier lake emergency repair, traditional dredging flow groove when sluicing, under let out
Peak flow is very big, is more than downstream flood control standard, causes huge pressure of flood to downstream, hedging range is big, establishment officer
It is big to dredge work difficulty.
3, the aerial drainage time is long: for traditional dredging flow groove during aerial drainage, default flows are small, cause total aerial drainage time longer, because
This downstream personnel hedging time is long, and social stability pressure is big.
4, construct relatively hazardous: traditional dredging flow groove is when carrying out excavation construction, no temporary water dash structure, sluicing security risk
Greatly.
5, poor feasibility: during aerial drainage, unstable damming dam dam body all may at any time under water flow erosion effect
There is a situation where dredging flow groove bank slopes to collapse, and mid-term removes megalith and the operation of later period dispensing artificial structure body is relatively hazardous.
Summary of the invention
For traditional barrier lake builds canals that default flows are smaller existing for aerial drainage and defect that peak flow is big, the present invention is directed to
A kind of barrier lake transient state excitation aerial drainage method is provided.
For this purpose, the invention adopts the following technical scheme: a kind of barrier lake transient state motivate aerial drainage method, it is characterized in that include with
Lower step:
Step 1 determines aerial drainage groove center line according to the topographic and geologic condition of barrier lake dam body；
Step 2 sets following parameter: interim small cofferdam crest level H is by dredging flow groove import bottom elevation H0, design water blocking it is high
Spend Δ h1And safety increases Δ h2Three parts determine, are calculated as H=H0+Δh1+Δh2, in formula, increase Δ h safely2Generally
Take 0.5~1.0m；Interim small cofferdam is along river to width W by native stone body allowable hydraulic slope i and design water retaining height Δ h1It determines,
It is calculated as W=(Δ h1/i)*(1-i^2)^0.5；Interim small cofferdam Yokogawa is to length L by interim small cofferdam height and dredging flow groove
Cross dimensions determines, is calculated as L=2* (Δ h1+Δh2)/m+W1, wherein m is dredging flow groove Slope ratio, W1For dredging flow groove bottom
It is wide；According to crest level H, width W and the length L in above-mentioned interim small cofferdam, interim small cofferdam is determined in design dredging flow groove entrance erea
Range；
Step 3, according to construction condition and the material parameter of constructing soil stone body, interim small cofferdam upstream upstream face
Slope is than value 1:2~1:3, and downstream back side slope is than value 1:1~1:1.5；
Step 4 is constructed to interim small cofferdam by the above design, during filling, is layered to native stone body
It rolls, interim small cofferdam is made to can satisfy water blocking and stable requirement, it is preset quincunx in interim small cofferdam while filling
Kong Guan loads explosive for the later period；
Step 5 carries out excavation construction according to design to the dredging flow groove cubic metre of earth and stone behind interim small cofferdam；
Step 6 loads explosive after the completion of dredging flow groove excavation construction in preset holes pipe, and onepull is removed interim small
Cofferdam, using the concentration incentive action of interim small cofferdam institute water blocking head, induction dredging flow groove, which washes away, expands quick aerial drainage.
The present invention can achieve following the utility model has the advantages that the 1, present invention in reserved damming dam upstream portion accumulation body by forming
The small cofferdam of temporary water dash, the reserved cubic metre of earth and stone centainly just measured does not excavate, in the interim small cofferdam of dredging flow groove entrance erea as water blocking
Structure, to can guarantee that lake water will not ensure the safety of construction personnel and equipment in construction period overflow.2, the present invention utilizes and faces
When small cofferdam institute water blocking head incentive action, give full play to the natural force of sluicing, dredging flow groove fast flush made to widen intensification,
Dredging flow groove excavation project amount can be reduced.3, barrier lake is usually formed in the section having inconvenient traffic, and resource of getting rid of the danger tissue is in place very
Difficulty can reduce excavated volume using damming dam upstream portion accumulation body, using interim small cofferdam institute water blocking head incentive action, reduce
Dredging flow groove project amount can save resource of getting rid of the danger, and reduce personnel and equipment investment, and environmental protection and energy-saving and emission-reduction effect are obvious.4, it is letting out
After the completion of chute construction, by reserved interim small Blasting Demolition of Cofferdam, head difference can be formed up to 2~3m's in entrance erea at once
Lower sluicing stream, can form biggish letdown flow at sluicing initial stage, while being conducive to washing away for dredging flow groove.5, by early period compared with
After letting out under big flow, damming lake and reservoir water is reduced obviously, therefore later period amount of water to be discharged is reduced, and corresponding peaks flow can also reduce,
Achieve the effect that cut down peak flow, mitigates downstream pressure of flood.6, shorten and get rid of the danger the time, Rapid reversal barrier lake risk: this
The total aerial drainage time relatively conventional scheme of scheme is shorter, and risk of bursting releases faster.
Detailed description of the invention
Fig. 1 is interim small cofferdam range schematic diagram in the implementation steps of the invention
Fig. 2 is interim small cofferdam detail drawing in the implementation steps of the invention
Fig. 3 is the schematic diagram that the dredging flow groove in the interim small cofferdam of band is formed in the implementation steps of the invention
Fig. 4 is the sectional view that the dredging flow groove in the interim small cofferdam of band is formed in the implementation steps of the invention.
Fig. 5 is to motivate the initial aerial drainage shape of barrier lake aerial drainage in the implementation steps of the invention with manually bursting for interim small cofferdam
State schematic diagram.
Specific embodiment
The present invention the following steps are included:
Step 1 determines aerial drainage groove center line according to the topographic and geologic condition of barrier lake dam body；
Step 2 sets following parameter: interim small cofferdam crest level H is by dredging flow groove import bottom elevation H0, design water blocking it is high
Spend Δ h1And safety increases Δ h2Three parts determine, are calculated as H=H0+Δh1+Δh2, in formula, increase Δ h safely2Generally
Take 0.5~1.0m；Interim small cofferdam is along river to width W by native stone body allowable hydraulic slope i and design water retaining height Δ h1It determines,
It is calculated as W=(Δ h1/i)*(1-i^2)^0.5；Interim small cofferdam Yokogawa is to length L by interim small cofferdam height and dredging flow groove
Cross dimensions determines, is calculated as L=2* (Δ h1+Δh2)/m+W1, wherein m is dredging flow groove Slope ratio, W1For dredging flow groove bottom
It is wide；According to crest level H, width W and the length L in above-mentioned interim small cofferdam, interim small cofferdam is determined in design dredging flow groove entrance erea
Range；
Step 3, according to construction condition and the material parameter of constructing soil stone body, interim small cofferdam upstream upstream face
Slope is than value 1:2~1:3, and downstream back side slope is than value 1:1~1:1.5；
Step 4 is constructed to interim small cofferdam by the above design, during filling, is layered to native stone body
It rolls, interim small cofferdam is made to can satisfy water blocking and stable requirement, it is preset quincunx in interim small cofferdam while filling
Kong Guan loads explosive for the later period；
Step 5 carries out excavation construction according to design to the dredging flow groove cubic metre of earth and stone behind interim small cofferdam；
Step 6 loads explosive after the completion of dredging flow groove excavation construction in preset holes pipe, and onepull is removed interim small
Cofferdam, using the concentration incentive action of interim small cofferdam institute water blocking head, induction dredging flow groove, which washes away, expands quick aerial drainage.
Embodiment:
Specific embodiments of the present invention will be described in detail with reference to the accompanying drawing.
This method is used in first in the design of certain barrier lake emergency repair sluice way, its step are as follows:
(1) according to the topographic and geologic condition on damming dam, aerial drainage groove center line is determined, aerial drainage groove depth 8m, bottom width 5m, two sides
Slope is 1:1.5, entrance bottom elevation H0=1214.0m.
(2) interim small cofferdam water retaining height Δ h is designed1=2.0m, barrier lake is mountain area barrier lake herein, and safety is taken to increase
Δh2=1.0m, interim small cofferdam crest level H=H0+Δh1+Δh2=1214.0+2.0+1.0=1217.0m.
(3) water retaining height Δ h is designed in interim small cofferdam1=2.0m, native stone body allowable hydraulic slope i=0.3 are temporarily small to enclose
Weir is along river to width W=(Δ h1/ i) * (1-i^2) ^0.5=(2/0.3) * (1-0.3^2) ^0.5=6.3m.
(4) interim small cofferdam Yokogawa is to length L=2* (Δ h1+Δh2)/m+W1=2* (2.0+1.0)/(1/1.5)+5=
14.0m, it is as shown in Figure 1 in the range that entrance erea delimit interim small cofferdam.
(5) designing interim small cofferdam upstream upstream face slope than value is 1:2, and downstream back side slope is 1:1 than value.
(6) by design crest level 1217.0m, long 29m, width 6.3m, upstream and downstream slope than being respectively 1:2 and 1:1 to interim small
Cofferdam carries out earth rock placement construction, forms the interim small cofferdam of dredging flow groove entrance erea water blocking, and interim during filling
Preset quincunx hole pipe is as shown in Figure 2 in small cofferdam.
(7) excavation construction for carrying out dredging flow groove, the dredging flow groove for forming the interim small cofferdam of band are as shown in Figure 3,4.
(8) after the completion of dredging flow groove excavation, explosive is loaded in the hole pipe in interim small cofferdam, ignition charge is removed interim small
Cofferdam forms the lower sluicing stream that head difference is 2.0m, motivates the aerial drainage of barrier lake with manually bursting for interim small cofferdam, initially lets out
Stream mode is as shown in Figure 5.
The above shows and describes the basic principles and main features of the present invention and the advantages of the present invention.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and the above embodiments and description only describe this
The principle of invention, without departing from the spirit and scope of the present invention, various changes and improvements may be made to the invention, these changes
Change and improvement all fall within the protetion scope of the claimed invention.The claimed scope of the invention by appended claims and its
Equivalent thereof.
Claims (1)
1. a kind of barrier lake transient state motivates aerial drainage method, it is characterised in that the following steps are included:
Step 1 determines aerial drainage groove center line according to the topographic and geologic condition of barrier lake dam body；
Step 2 sets following parameter: interim small cofferdam crest level H is by dredging flow groove import bottom elevation H0, design water retaining height Δ h1
And safety increases Δ h2Three parts determine, are calculated as H=H0+Δh1+Δh2, in formula, increase Δ h safely2Generally take 0.5~
1.0m；Interim small cofferdam is along river to width W by native stone body allowable hydraulic slope i and design water retaining height Δ h1It determines, calculates
For W=(Δ h1/i)*(1-i^2)^0.5；Interim small cofferdam Yokogawa is to length L by interim small cofferdam height and aerial drainage channel section ruler
Very little determination is calculated as L=2* (Δ h1+Δh2)/m+W1, wherein m is dredging flow groove Slope ratio, W1For dredging flow groove bottom width；According to
Crest level H, width W and the length L in above-mentioned interim small cofferdam determine the range in interim small cofferdam in design dredging flow groove entrance erea；
Step 3, according to construction condition and the material parameter of constructing soil stone body, interim small cofferdam upstream upstream face slope ratio
Value 1:2~1:3, downstream back side slope is than value 1:1~1:1.5；
Step 4 constructs to interim small cofferdam by the above design, during filling, carries out layering stone roller to native stone body
Pressure makes interim small cofferdam can satisfy water blocking and stable requirement, while filling in interim small cofferdam preset quincunx hole
Pipe loads explosive for the later period；
Step 5 carries out excavation construction according to design to the dredging flow groove cubic metre of earth and stone behind interim small cofferdam；
Step 6 loads explosive after the completion of dredging flow groove excavation construction in preset holes pipe, and temporarily small enclose is removed in onepull
Weir, using the concentration incentive action of interim small cofferdam institute water blocking head, induction dredging flow groove, which washes away, expands quick aerial drainage.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910051817.4A CN109826164A (en) | 2019-01-21 | 2019-01-21 | A kind of barrier lake transient state excitation aerial drainage method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910051817.4A CN109826164A (en) | 2019-01-21 | 2019-01-21 | A kind of barrier lake transient state excitation aerial drainage method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109826164A true CN109826164A (en) | 2019-05-31 |
Family
ID=66860378
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910051817.4A Pending CN109826164A (en) | 2019-01-21 | 2019-01-21 | A kind of barrier lake transient state excitation aerial drainage method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109826164A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111950062A (en) * | 2020-08-14 | 2020-11-17 | 中国电建集团成都勘测设计研究院有限公司 | Method for determining weir dam overflow line and puerto |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101718085A (en) * | 2009-11-05 | 2010-06-02 | 中国科学院水利部成都山地灾害与环境研究所 | Disposal method of Barrier Lake for artificially regulating and controlling drain flow and application thereof |
| CN205860890U (en) * | 2016-06-21 | 2017-01-04 | 中国电建集团华东勘测设计研究院有限公司 | A kind of demolition set adapting to underwater environment |
| US20180163358A1 (en) * | 2016-12-09 | 2018-06-14 | Dietzler Construction Corporation | Water diversion system, method and apparatus |
-
2019
- 2019-01-21 CN CN201910051817.4A patent/CN109826164A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101718085A (en) * | 2009-11-05 | 2010-06-02 | 中国科学院水利部成都山地灾害与环境研究所 | Disposal method of Barrier Lake for artificially regulating and controlling drain flow and application thereof |
| CN205860890U (en) * | 2016-06-21 | 2017-01-04 | 中国电建集团华东勘测设计研究院有限公司 | A kind of demolition set adapting to underwater environment |
| US20180163358A1 (en) * | 2016-12-09 | 2018-06-14 | Dietzler Construction Corporation | Water diversion system, method and apparatus |
Non-Patent Citations (2)
| Title |
|---|
| 北京日报纪事采写组: "《纪事2013》", 31 January 2016, 北京日报出版社 * |
| 陈驰等: "印尼Jatigede大坝临时围堰的设计与施工", 《四川水力发电》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111950062A (en) * | 2020-08-14 | 2020-11-17 | 中国电建集团成都勘测设计研究院有限公司 | Method for determining weir dam overflow line and puerto |
| CN111950062B (en) * | 2020-08-14 | 2022-08-30 | 中国电建集团成都勘测设计研究院有限公司 | Method for determining weir block overflow line and puerto |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102409640B (en) | Passive-drainage emergency rescue method in case of earth-rock dam break | |
| CN202298556U (en) | Novel prevention structure for landslide converting-type debris flow | |
| CN110820695B (en) | Structure and method for controlling dam bursting peak flow of damming dam | |
| CN205387712U (en) | Quick treatment device of foundation pit piping | |
| CN108999195B (en) | It is a kind of block the larger water burst of deep-foundation side wall stratum in the safe grouting construction process of step heap weir formula | |
| CN112878276B (en) | Barrier lake drainage groove net chain slope protection structure and method | |
| CN203782664U (en) | Anti-scour structure of sandy foundation water gate | |
| CN106400744B (en) | A kind of side slope comprehensive treatment structure and its construction method for preventing river channel erosion | |
| CN106192871A (en) | Protection arrangement for debris flow gully | |
| CN216615688U (en) | Drainage groove structure of barrier lake | |
| CN104060619A (en) | Construction method and structure of hydraulic core-wall rockfill dam without cofferdams | |
| CN208733655U (en) | A kind of high water level dewatering construction structure | |
| CN109826164A (en) | A kind of barrier lake transient state excitation aerial drainage method | |
| CN109338982A (en) | A kind of clear erosion and deposition regulating reservoir of diversion works head storage | |
| Heidarzadeh et al. | Construction of relief wells under artesian flow conditions at dam toes: engineering experiences from Karkheh earth dam, Iran | |
| CN108316250A (en) | Technology and construction method are cleared using the silt that stops for dynamically stopping silt storage capacity separation mud-rock flow | |
| CN109778798B (en) | Multistage hole pipe weir flow dividing and silt discharging method | |
| CN215210845U (en) | Barrier lake drainage groove net chain slope protection structure | |
| CN215210844U (en) | Barrier lake drainage groove chain gabion string body protection structure | |
| CN216809747U (en) | Flexible net block protection structure of weir plug body | |
| CN203256678U (en) | Submerged spur dike suitable for natural marginal bank form | |
| CN113565524B (en) | Groove type inclined shaft and tunnel structure capable of preventing outburst sand gushing in operation period and design method | |
| CN207159958U (en) | Non-close is without pump drainage cushion pool structure | |
| CN112878277A (en) | Barrier lake drainage groove chain gabion string body protection structure and use method | |
| CN106930242A (en) | Pile foundation overfall dam and galvanized wire gabion protection-apron |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190531 |