CN109706895A - Face dam construction time reversed osmotic pressure processing method on the narrow river valley in area of heavy rainfull - Google Patents
Face dam construction time reversed osmotic pressure processing method on the narrow river valley in area of heavy rainfull Download PDFInfo
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- CN109706895A CN109706895A CN201910009595.XA CN201910009595A CN109706895A CN 109706895 A CN109706895 A CN 109706895A CN 201910009595 A CN201910009595 A CN 201910009595A CN 109706895 A CN109706895 A CN 109706895A
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Abstract
The invention discloses the face dam construction time reversed osmotic pressure processing methods on a kind of narrow river valley in area of heavy rainfull, by on the bedrock surface of the toe slab downstream of rock, in conjunction with the embedded requirement of construction time draining and Safety Monitoring Instruments, one, which is dug out, along the basement rock cross section has the drainage channel of certain conveyance capacity and using draining material backfill, construction time is used for the drain passage of construction water and rainwater, runtime seeps water for collector panels, it is observed for Safety Monitoring Instruments, and as downstream drainage channel.Advantage of the present invention, which is embodied in, avoids the aperture on the panel and toe board of rock, ensure that the integrality of dam concrete structure；The closure process for eliminating reverse drainage hole, has saved resource, accelerates rock engineering construction progress, ensure that the reliability of seepage control system；It is combined with runtime Safety Monitoring Instruments, improves the accuracy of measurement.
Description
Technical field
The present invention relates to the rock buildings in hydraulic and hydroelectric engineering, more particularly, on the narrow river valley in area of heavy rainfull
Face dam construction time reversed osmotic pressure processing method.
Background technique
In hydraulic and hydroelectric engineering, because supplying water or generating electricity etc., needs will usually build a dam to form reservoir, it is numerous build with it is proposed
Dam all Selection Floater rock-fill dams.Dam material water penetration in rock catchment is higher than upstream, and meets to upstream
The filter protection requirement of dam material, dam body free drainage and can prevent interlayer seepage failure when such panel leaks.In order to
Meet the needs of Deformation control and Anti-seeping technology, Face Rockfill Dam requires high, plinth foundation one than rockfill area based process
As be located on complete, hard basement rock, excavate in toe board and downstream certain area deeper, be lower than rockfill area foundation excavation
Face, construction time rockfill area construction water and rainwater etc. freely cannot downstream be discharged, collect instead to dam body upstream, be formed reversed
Seepage flow.Since more upstream water penetration is lower, be unable to free drainage in dam when reversed seepage flow, the bed course relatively small to water penetration and
Panel forms reversed osmotic pressure.Reversed seepage flow can take away fine grained before panel pours completion and destroy bed course, pour rear cover in panel
Before heavy dressing work or before water storage, reversed osmotic pressure will affect the stability against floating of panel.Reversed osmotic pressure destroys panel in order to prevent, usually does
Method be in toe board or lower panels aperture, embedded drainage pipeline by ponding lead to or pump drainage to dam outside, after upstream head heavy dressing work
Drainage pipeline is blocked using different methods.This method construction procedure is more, it is high to require, and aperture is not only broken up
The overall structure of toe board, drainage pipeline block quality and are not easy to guarantee, the safe operation and leakage control to dam bring hidden danger.It is right
In the rock for building area of heavy rainfull in, in order to which ponding is discharged in time, the drainpipe needed is relatively large in diameter, quantity is more,
The case where especially for river valley relatively narrower, arrangement is particularly difficult, not only gives the seepage stability of construction time bed course and resisting for panel
Floating stabilization adversely affects, and leaves hidden danger to the safe operation of later period seepage control system.
According to relevant regulations, the leakage of rear dam body is built up for measuring and calculating face dam, is usually required that in dam body maximum section part
Row's osmometer is laid along the contact surface of basement rock and enrockment to measure seepage flow situation, but since bedrock surface is generally not a light
Sliding plane causes the runtime to be not easy to observe having seepage flow.
Summary of the invention
It is an object of that present invention to provide the face dam construction time reversed osmotic pressure processing method on a kind of narrow river valley in area of heavy rainfull,
Realize the requirement of the safety and barrier properties that improve rock.
To achieve the above object, the present invention takes following technical proposals:
Face dam construction time reversed osmotic pressure processing method on the narrow river valley in area of heavy rainfull of the present invention, by rock
Toe slab downstream bedrock surface on, in conjunction with the construction time draining and Safety Monitoring Instruments embedded requirement, along the basement rock cross section
Dig out the drainage channel that one has certain conveyance capacity and using draining material backfill, the construction time is for construction water and rainwater
Drain passage, runtime seep water for collector panels, observe for Safety Monitoring Instruments, and as downstream drainage channel.
The width B and discharge area A of the drainage channel are determined as steps described below:
Step 1 collects dam site Project Areas nearby day by day with hourly rainfall data, counts 5 years one chances in Dam Site, 1 hour rainfall intensity
Ri(mm/h), it can be chosen according to neighbouring weather station；
Step 2, according to the Dam Site topographic and geologic condition, work arrangement and Construction Arrangement, calculate the confluence face of dam foundation pit
Product S(m2)；
Step 3 passes through correlation test, acquirement confluence coefficient μ of the rainwater through seeping under enrockment；
Step 4 calculates the foundation pit run-off Q1=μ × R generated by rainfalli× S/(1000 × 3600)=2.78 × 10-7×μ×Ri
×S；
Step 5, according to construction speed arrangement, calculate odd-numbered day maximum filling ontensity v(m3/ days);
Step 6, looked into according to design document take enrockment amount of water F(%)；
Step 7, daily fill the time by 10 hours calculate, calculate because fill the foundation pit run-off Q2=V × F/(10 to be formed ×
3600)=2.78 × 10-5×V×F；
Step 8, the seepage discharge Q3 that the panel is passed through according to three-dimensional finite element analysis, estimation runtime；
Step 9 determines the seepage discharge Q=max(Q1, Q2, Q3 for passing through foundation pit), it may be assumed that Q chooses the maximum among described Q1, Q2, Q3
Value；
Step 10, according to design document, obtain panel maximum gauge D and stability against floating safety coefficient Kf, calculate panel anti-floating
Stablize born maximum head h=2.4D/Kf；
Step 11 looks into the osmotic coefficient k for taking the draining material according to design document, takes the original stream gradient i than drop, according to
Darcy formula Q=K × A × i calculates the discharge area A of drainage channel, it may be assumed that A=Q/(K × i)；
Step 12 looks into height difference H between " Y " line for taking the toe board and " X " line according to design document, calculates drainage channel and crosses water
Channel width B1=the A/(H+h needed);
Step 13 is required according to the arrangement of Safety Monitoring Instruments, calculates the embedded channel width B2 needed of Safety Monitoring Instruments；
Step 14 determines drainage channel width B=max(B1, B2), it may be assumed that drainage channel width B chooses among described B1, B2 most
Big value.
Advantage of the present invention embodies in the following areas:
1, the aperture on the panel and toe board of rock is avoided, ensure that the integrality of dam concrete structure；
2, the closure process for eliminating reverse drainage hole, has saved resource, accelerates rock engineering construction progress, guarantees
The reliability of seepage control system；
3, it is combined with runtime Safety Monitoring Instruments, improves the accuracy of measurement.
Detailed description of the invention
Fig. 1 is the drainage channel structural schematic diagram designed according to the method for the present invention.
Specific embodiment
It elaborates with reference to the accompanying drawing to the embodiment of the present invention, the present embodiment before being with technical solution of the present invention
It puts and is implemented, the detailed implementation method and specific operation process are given, but protection scope of the present invention is not limited to down
State embodiment.
Face dam construction time reversed osmotic pressure processing method on the narrow river valley in area of heavy rainfull of the present invention, by panel heap
On 2 face of basement rock in 1 downstream of toe board of masonry dam, in conjunction with the embedded requirement of construction time draining and osmometer, along 2 cross section of basement rock
It digs out one to have the drainage channel of certain conveyance capacity and backfill using draining material 3, as shown in Figure 1；Construction time is for constructing
With the drain passage of water and rainwater, the runtime seeps water for collector panels 4, observes for Safety Monitoring Instruments, and as downstream row
Aquaporin.
The width B and discharge area A of the drainage channel are determined as steps described below:
Step 1 collects dam site Project Areas nearby day by day with hourly rainfall data, counts 5 years one chances in Dam Site, 1 hour rainfall intensity
Ri(mm/h) it (can be obtained according to neighbouring weather station)；
Step 2, according to the Dam Site topographic and geologic condition, work arrangement and Construction Arrangement, calculate the confluence face of dam foundation pit
Product S(m2)；
Step 3 passes through correlation test, acquirement confluence coefficient μ of the rainwater through seeping under enrockment；
Step 4 calculates the foundation pit run-off Q1=μ × R generated by rainfalli× S/(1000 × 3600)=2.78 × 10-7×μ×Ri
×S；I is that the ratio in original river 5 drops；
Step 5, according to construction speed arrangement, calculate odd-numbered day maximum filling ontensity v(m3/ days);
Step 6, looked into according to design document take enrockment amount of water F(%)；
Step 7, daily fill the time by 10 hours calculate, calculate because fill the foundation pit run-off Q2=V × F/(10 to be formed ×
3600)=2.78 × 10-5×V×F；
Step 8, the seepage discharge Q3 that the panel 4 is passed through according to three-dimensional finite element analysis, estimation runtime；
Step 9 determines the seepage discharge Q=max(Q1, Q2, Q3 for passing through foundation pit), it may be assumed that Q chooses the maximum among described Q1, Q2, Q3
Value；
Step 10, according to design document, obtain the maximum gauge D and stability against floating safety coefficient K of panel 4f, calculate panel 4
Maximum head h=2.4D/K that stability against floating is bornf；
Step 11 looks into the osmotic coefficient k for taking the draining material 3 according to design document, takes the ratio in the original river 5 to drop i than dropping,
The discharge area A of drainage channel is calculated according to Darcy formula Q=K × A × i, it may be assumed that A=Q/(K × i)；
Step 12 looks into height difference H between " Y " line for taking the toe board 1 and " X " line according to design document, calculates drainage channel mistake
Channel width B1=A/(H+h that water needs);
Step 13 is required according to the arrangement of Safety Monitoring Instruments, calculates the embedded channel width B2 needed of Safety Monitoring Instruments；
Step 14 determines drainage channel width B=max(B1, B2), it may be assumed that drainage channel width B chooses among described B1, B2 most
Big value.
Claims (2)
1. the face dam construction time reversed osmotic pressure processing method on a kind of narrow river valley in area of heavy rainfull, it is characterised in that: by face
On the bedrock surface of the toe slab downstream of sheetpile masonry dam, in conjunction with the embedded requirement of construction time draining and Safety Monitoring Instruments, along the base
Rock cross section is dug out one and has the drainage channel of certain conveyance capacity and backfilled using draining material, and the construction time is used for construction water
With the drain passage of rainwater, the runtime seeps water for collector panels, observes for Safety Monitoring Instruments, and logical as downstream drainage
Road.
2. the face dam construction time reversed osmotic pressure processing method on the narrow river valley in area of heavy rainfull according to claim 1, feature
Be: the width B and discharge area A of the drainage channel are determined as steps described below:
Step 1 collects dam site Project Areas nearby day by day with hourly rainfall data, counts 5 years one chances in Dam Site, 1 hour rainfall intensity
Ri(mm/h), it can be chosen according to neighbouring weather station；
Step 2, according to the Dam Site topographic and geologic condition, work arrangement and Construction Arrangement, calculate the confluence face of dam foundation pit
Product S(m2)；
Step 3 passes through correlation test, acquirement confluence coefficient μ of the rainwater through seeping under enrockment；
Step 4 calculates the foundation pit run-off Q1=μ × R generated by rainfalli× S/(1000 × 3600)=2.78 × 10-7×μ×Ri
×S；
Step 5, according to construction speed arrangement, calculate odd-numbered day maximum filling ontensity v(m3/ days);
Step 6, looked into according to design document take enrockment amount of water F(%)；
Step 7, daily fill the time by 10 hours calculate, calculate because fill the foundation pit run-off Q2=V × F/(10 to be formed ×
3600)=2.78 × 10-5×V×F；
Step 8, the seepage discharge Q3 that the panel is passed through according to three-dimensional finite element analysis, estimation runtime；
Step 9 determines the seepage discharge Q=max(Q1, Q2, Q3 for passing through foundation pit), it may be assumed that Q chooses the maximum among described Q1, Q2, Q3
Value；
Step 10, according to design document, obtain panel maximum gauge D and stability against floating safety coefficient Kf, it is steady to calculate panel anti-floating
Fixed born maximum head h=2.4D/Kf；
Step 11 looks into the osmotic coefficient k for taking the draining material according to design document, takes the original stream gradient i than drop, according to
Darcy formula Q=K × A × i calculates the discharge area A of drainage channel, it may be assumed that A=Q/(K × i)；
Step 12 looks into height difference H between " Y " line for taking the toe board and " X " line according to design document, calculates drainage channel and crosses water
Channel width B1=the A/(H+h needed);
Step 13 is required according to the arrangement of Safety Monitoring Instruments, calculates the embedded channel width B2 needed of Safety Monitoring Instruments；
Step 14 determines drainage channel width B=max(B1, B2), it may be assumed that drainage channel width B chooses among described B1, B2 most
Big value.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201910009595.XA CN109706895B (en) | 2019-01-05 | 2019-01-05 | Reverse osmotic pressure treatment method for construction period of face dam on narrow river valley in rainy region |
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|---|---|---|---|
| CN201910009595.XA CN109706895B (en) | 2019-01-05 | 2019-01-05 | Reverse osmotic pressure treatment method for construction period of face dam on narrow river valley in rainy region |
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| CN109706895A true CN109706895A (en) | 2019-05-03 |
| CN109706895B CN109706895B (en) | 2020-07-07 |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU727738A1 (en) * | 1978-07-10 | 1980-04-15 | Всесоюзный Ордена Трудового Красного Знамени Научно-Исследовательский Институт Гидротехники Им. Б.Е.Веденеева | Earth-fill hydraulic engineering structure |
| CN105297679A (en) * | 2015-03-26 | 2016-02-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Seepage preventing method and structure for upstream face surface layer of rock-fill dam |
| CN105970882A (en) * | 2016-04-19 | 2016-09-28 | 长江勘测规划设计研究有限责任公司 | Structure solving reverse osmosis water problem of dam body in construction process of concrete-faced rockfill dam and construction method thereof |
-
2019
- 2019-01-05 CN CN201910009595.XA patent/CN109706895B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU727738A1 (en) * | 1978-07-10 | 1980-04-15 | Всесоюзный Ордена Трудового Красного Знамени Научно-Исследовательский Институт Гидротехники Им. Б.Е.Веденеева | Earth-fill hydraulic engineering structure |
| CN105297679A (en) * | 2015-03-26 | 2016-02-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Seepage preventing method and structure for upstream face surface layer of rock-fill dam |
| CN105970882A (en) * | 2016-04-19 | 2016-09-28 | 长江勘测规划设计研究有限责任公司 | Structure solving reverse osmosis water problem of dam body in construction process of concrete-faced rockfill dam and construction method thereof |
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Address after: 450003 No. 109 Jinshui Road, Jinshui District, Henan, Zhengzhou Applicant after: YELLOW RIVER ENGINEERING CONSULTING Co.,Ltd. Address before: 450003 No. 109 Jinshui Road, Jinshui District, Henan, Zhengzhou Applicant before: YELLOW RIVER ENGINEERING CONSULTING Co.,Ltd. |
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