CN103132487A - Method of reducing horizontal displacement of concrete faced rockfill dam and concrete faced rockfill dam - Google Patents
Method of reducing horizontal displacement of concrete faced rockfill dam and concrete faced rockfill dam Download PDFInfo
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- CN103132487A CN103132487A CN2011103760296A CN201110376029A CN103132487A CN 103132487 A CN103132487 A CN 103132487A CN 2011103760296 A CN2011103760296 A CN 2011103760296A CN 201110376029 A CN201110376029 A CN 201110376029A CN 103132487 A CN103132487 A CN 103132487A
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Abstract
The invention provides a method of reducing the horizontal displacement of a concrete faced rockfill dam and the concrete faced rockfill dam. A concrete gravity dam is poured on the upstream end of the bottom of the concrete faced rockfill dam, the concrete faced rockfill dam is constructed on the foundation of the gravity dam, the gravity dam is a rigid body which does not generate horizontal displacement relatively, the horizontal displacement of the concrete faced rockfill dam can be controlled within 250 mm under the action of water pressure, and the requirements of an existing panel joint sealing-up system can be met. In addition, the deformation of a main rockfill area tends to convergence after the main rockfill area subsides for more than half a year, the arrangement of a dry lean concrete area with low elasticity modulus is capable of coordinating the deformation of a gravity dam area and the main rockfill area, so that a dam body is enabled to be stable in structure, the limitation that a high faced rockfill dam can not be higher than 300 m under the great influences of the horizontal displacement is broken through, and therefore obvious economical benefits and social benefits are achieved.
Description
Technical field
The present invention relates to hydro science dam construction technique field, particularly relate to a kind of method and and this rock that reduces the rock horizontal movement.
Background technology
In Hydraulic and Hydro-Power Engineering, because irrigation draught or generating etc. need, the formation reservoir of usually will building a dam.The dam mainly contains the types such as concrete dam and loose rock dam, and dam type commonly used in loose rock dam has core wall rockfill dam and reinforced concrete face rockfill dam (hereinafter to be referred as face dam).World's dam construction technique development in recent years is very fast, has developed at present 300m level Clay Core Wall Rockfill Dam, the arched concrete dam of 300m level, 300m level concrete gravity dam, 200m level rock.
For further developing the western abundant hydraulic power potentials of China, the west area has the high dam of a collection of 300m level yet to be built, the phenomenon of the features as poor geologic conditions such as west area ubiquity relief joint growth, exist simultaneously traffic very inconvenient, the material such as cement and steel haul distance is far away, so loose rock dam have advantages of strong adaptability and reduced investment.In addition, the west area quality of earth material is bad, and the earth material source is less, if select Clay Core Wall Rockfill Dam, exploits earth material and need take a large amount of soils, increases the immigrant, and has greater environmental impacts, and therefore, rock more can adapt to the west area than core wall rockfill dam.Yet, the high rock of design and construction 300m level enlarges markedly because of the dam body hydraulic thrust, can produce larger horizontal movement (horizontal movement reach 450mm more than), therefore affect the face joint water stop security of system, reducing the horizontal movement that hydraulic thrust causes is the key technical problem that the high rock of 300m level is built.
Summary of the invention
Technical problem to be solved by this invention is to overcome existing high rock to produce the defective of larger horizontal movement because hydraulic thrust increases, a kind of method and this rock that reduces the rock horizontal movement is provided, by the upstream extremity bottom rock, the horizontal movement that gravity dam reduces dam body is set, forms a kind of safe and reliable rock compound with gravity dam.
In order to solve the problems of the technologies described above, the present invention adopts following technical scheme:
The present invention reduces the method for rock horizontal movement: the upstream extremity concreting gravity dam in the rock bottom, build rock on the basis of gravity dam.
Preferably, the toe board of above-mentioned rock and panel are placed on gravity dam.
Further, build the dry lean concrete district between the main rockfill area of described gravity dam and rock.The dry lean concrete district has low elastic modulus, can coordinate the compatibility of deformation of gravity dam and main rockfill area.
Preferably, aforementioned gravity dam dam crest height is with the time more than main rockfill area sedimentation half a year of lower area.Can make like this distortion of main rockfill area be tending towards convergence, toe board and panel can be placed on stable gravity dam, and the above rockfill of gravity dam dam crest height also can be placed on basicly stable main rockfill area.
Preferably, the aforementioned method that reduces high rock horizontal movement, described gravity dam is to be formed by the above concreting of C20 grade, described dry lean concrete district is formed by the following concreting of C15 grade.
The present invention also provides a kind of rock compound with gravity dam, it comprises main enrockment I district, main enrockment II district, draining rockfill area, Transition Materials district, bedding material district, clay blanket district, rock ballast lid heavily district and panel, is provided with the gravity dam district at the bottom of high rock and upstream extremity.
The above-mentioned rock compound with gravity dam, the upstream dam slope 1:0 in described gravity dam district～0.2, downstream dam slope 1:0.3～0.7, top width 12～40m, the bottom in gravity dam district extends to the basic upstream face of whole loose rock dam to 0.3～0.35 times of distance between the axis of dam, and the thickness of extension is 2～10m.
Above-mentioned high rock in conjunction with gravity dam is provided with the dry lean concrete district between gravity dam district and main enrockment I district.The height of described gravity dam is controlled at below 100m, and the height in the above main enrockment I of gravity dam dam crest height district is controlled at below 250m, and the whole height of rock is controlled in 350m.
compared with prior art, the upstream extremity of the present invention bottom common rock dam body built gravity dam, gravity dam is relatively not produce the rigid body of horizontal movement, horizontal movement at effect of water pressure lower panel loose rock dam can be controlled in 250mm, can satisfy the requirement of current face joint water stop system, and, main rockfill area sedimentation can make its distortion be tending towards restraining more than half a year and have the distortion that tunable gravity dam district and main rockfill area are set in the dry lean concrete district of low elastic modulus, make dam structure stable, broken through that high rock is subjected to the larger impact of horizontal movement and can not be higher than the limitation of 300m level, have significant economic benefit and social benefit.
Description of drawings
Fig. 1 is structural representation of the present invention.
The specific embodiment
High rock structure of the present invention as shown in Figure 1, it comprises that main enrockment I district 3, main enrockment II district 4, draining rockfill area 5, Transition Materials district 6, bedding material district 7, clay blanket district 8, rock ballast lid heavily distinguish 9 and panel 10, be provided with gravity dam district 1 at the bottom of high rock and upstream extremity, be provided with the dry lean concrete district between gravity dam district 1 and main enrockment I district 3.
1, at first build gravity dam district 1 and dry lean concrete district 2, gravity dam district 1 adopts the concreting of C25 grade, dry lean concrete district 2 adopts the concreting of C15 grade, with automobile, above-mentioned concrete is transported to gravity dam district 1 and the dry lean concrete district 2 of high rock, minute storehouse block placement until build is completed, the height in gravity dam district 1 is controlled at below 100m, its upstream dam slope 1:0～0.2, downstream dam slope 1:0.3～0.7, top width 12～40m, the bottom in gravity dam district 1 extends to the basic upstream face of whole loose rock dam to 0.3～0.35 times of distance between the axis of dam, the thickness of extension is 1～5m.
2, fill rock, first hard rock blasting is excavated, form main enrockment I district, the material source in draining rockfill area and main enrockment II district, the rock mass freshness is relatively preferably as main enrockment I district material, draining rockfill area material, the rock mass freshness is relatively relatively poor can be used as main enrockment II district material, with automobile, above-mentioned stockpile is transported to respectively high rock master enrockment I district 3, main enrockment II district 4 and draining rockfill area 5, the employing bulldozer is paved, bed thickness 80cm, then sprinkle water 15%, adopt the heavy vibrating roller of 25t to roll 8～10 times, satisfy the requirement of porosity 15～20%, continue enrockment watering grinding operation, when identical with the gravity dam height to the rockfill area height, more than rockfill area is placed sedimentation half a year, can make like this distortion of rockfill area be tending towards convergence, continue afterwards enrockment watering grinding operation, complete until fill, the above rockfill area height of gravity dam dam crest height is controlled in 250m.The toe board of rock and panel are placed on stable gravity dam.
Claims (10)
1. method that reduces the rock horizontal movement is characterized in that: the upstream extremity concreting gravity dam in the rock bottom, build rock on the basis of gravity dam.
2. according to the described method that reduces the rock horizontal movement of claim 1, it is characterized in that: toe board and the panel of described rock are placed on gravity dam.
3. according to the described method that reduces the rock horizontal movement of claim 1, it is characterized in that: build the dry lean concrete district between the main rockfill area of described gravity dam and rock.
4. according to the described method that reduces the rock horizontal movement of claim 1, it is characterized in that: gravity dam dam crest height is with the time more than main rockfill area sedimentation half a year of lower area.
5. according to the described method that reduces the rock horizontal movement of claim 1, it is characterized in that: described gravity dam is to be formed by the above concreting of C20 grade.
6. according to the described method that reduces the rock horizontal movement of claim 3, it is characterized in that: described dry lean concrete district is formed by the following concreting of C15 grade.
7. rock compound with gravity dam, it comprises heavily district's (9) and panel (10) of main enrockment I district (3), main enrockment II district (4), draining rockfill area (5), Transition Materials district (6), bedding material district (7), clay blanket district (8), rock ballast lid, and it is characterized in that: the upstream extremity bottom rock is provided with gravity dam district (1).
8. according to the rock that claim 7 is described and gravity dam is compound, it is characterized in that: the upstream dam slope 1:0 in described gravity dam district (1)～0.2, downstream dam slope 1:0.3～0.7, top width 12～40m, the bottom in gravity dam district (1) extends to the basic upstream face of whole loose rock dam to 0.3～0.35 times of distance between the axis of dam, and the thickness of extension is 1～5m.
9. according to the rock that claim 7 is described and gravity dam is compound, it is characterized in that: be provided with dry lean concrete district (2) between gravity dam district (1) and main enrockment I district (3).
10.1 according to the rock that claim 8 is described and gravity dam is compound, it is characterized in that: the height in described gravity dam district (1) is controlled at below 100m, more than the gravity dam dam crest, the height in main enrockment I district (3) is controlled at below 250m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011103760296A CN103132487A (en) | 2011-11-23 | 2011-11-23 | Method of reducing horizontal displacement of concrete faced rockfill dam and concrete faced rockfill dam |
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| CN2011103760296A CN103132487A (en) | 2011-11-23 | 2011-11-23 | Method of reducing horizontal displacement of concrete faced rockfill dam and concrete faced rockfill dam |
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| CN103132487A true CN103132487A (en) | 2013-06-05 |
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| CN2011103760296A Pending CN103132487A (en) | 2011-11-23 | 2011-11-23 | Method of reducing horizontal displacement of concrete faced rockfill dam and concrete faced rockfill dam |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103526727A (en) * | 2013-10-30 | 2014-01-22 | 中国水电顾问集团中南勘测设计研究院 | Method for constructing reservoir dam |
| CN105442499A (en) * | 2015-12-29 | 2016-03-30 | 云南华电金沙江中游水电开发有限公司 | Self-supporting type panel structural system for 300m-level concrete faced rockfill dam and mounting method for self-supporting type panel structural system |
| CN107180011A (en) * | 2016-03-10 | 2017-09-19 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of non-wide pressure property vertical lap seam slit width evaluation method of CFRD |
| CN108755605A (en) * | 2018-05-04 | 2018-11-06 | 中国电建集团华东勘测设计研究院有限公司 | A kind of earth and rockfill dam water discharge method and pressure slope body discharge structure |
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| JP2011017141A (en) * | 2009-07-07 | 2011-01-27 | Kajima Corp | Method for constructing compaction soil |
| CN102002928A (en) * | 2009-08-31 | 2011-04-06 | 中国水电顾问集团贵阳勘测设计研究院 | Hard rock and soft rock mixed panel dam piled stone |
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2011
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| JP2011017141A (en) * | 2009-07-07 | 2011-01-27 | Kajima Corp | Method for constructing compaction soil |
| CN201473927U (en) * | 2009-08-31 | 2010-05-19 | 中国水电顾问集团贵阳勘测设计研究院 | Face rockfill dam filled by mixture of hard rock and soft rock |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103526727A (en) * | 2013-10-30 | 2014-01-22 | 中国水电顾问集团中南勘测设计研究院 | Method for constructing reservoir dam |
| CN105442499A (en) * | 2015-12-29 | 2016-03-30 | 云南华电金沙江中游水电开发有限公司 | Self-supporting type panel structural system for 300m-level concrete faced rockfill dam and mounting method for self-supporting type panel structural system |
| CN105442499B (en) * | 2015-12-29 | 2017-07-18 | 云南华电金沙江中游水电开发有限公司 | 300m grades of rock self-bearing type panel construction systems and installation method |
| CN107180011A (en) * | 2016-03-10 | 2017-09-19 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of non-wide pressure property vertical lap seam slit width evaluation method of CFRD |
| CN108755605A (en) * | 2018-05-04 | 2018-11-06 | 中国电建集团华东勘测设计研究院有限公司 | A kind of earth and rockfill dam water discharge method and pressure slope body discharge structure |
| CN108755605B (en) * | 2018-05-04 | 2023-12-12 | 中国电建集团华东勘测设计研究院有限公司 | Earth-rock dam drainage method and slope pressing body drainage structure |
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Address after: 550081 Guiyang Survey & Design Institute of China Hydropower Consulting Group, Guiyang, Guizhou Applicant after: CHINA POWER CONSRTUCTION GROUP GUIYANG SURVEY AND DESIGN INSTITUTE Co.,Ltd. Address before: 550081 Guiyang Survey & Design Institute of China Hydropower Consulting Group, Guiyang, Guizhou Applicant before: POWERCHINA GUIYANG ENGINEERING Corp.,Ltd. Address after: 550081 Guiyang Survey & Design Institute of China Hydropower Consulting Group, Guiyang, Guizhou Applicant after: POWERCHINA GUIYANG ENGINEERING Corp.,Ltd. Address before: 550081 Guiyang Survey & Design Institute of China Hydropower Consulting Group, Guiyang, Guizhou Applicant before: HydroChina Guiyang Engineering Corp. |
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Free format text: CORRECT: APPLICANT; FROM: HYDROCHINA GUIYANG ENGINEERING CORPORATION, LTD. TO: CHINA POWER GROUP GUIYANG INVESTIGATION DESIGN + RESEARCH INSTITUTE CO., LTD. Free format text: CORRECT: APPLICANT; FROM: GUIYANG PROSPECTION + DESIGN INST, CHINA HYDRAULIC POWER CONSULTARY GROUPTO: HYDROCHINA GUIYANG ENGINEERING CORPORATION, LTD. |
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Application publication date: 20130605 |