CN103526727A - Method for constructing reservoir dam - Google Patents
Method for constructing reservoir dam Download PDFInfo
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- CN103526727A CN103526727A CN201310522389.1A CN201310522389A CN103526727A CN 103526727 A CN103526727 A CN 103526727A CN 201310522389 A CN201310522389 A CN 201310522389A CN 103526727 A CN103526727 A CN 103526727A
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Abstract
The invention discloses a method for constructing a reservoir dam. The cross section of a dam foundation is W-shaped, the middle of the W-shaped cross section of the dam foundation represents mountain ridges, and the bottom of the W-shaped cross section of the dam foundation represents two valleys; the longitudinal slope of the foundation is larger than 17 degrees. The method includes cutting protruded positions of the mountain ridges to form platforms, digging a plurality of horizontal steps along a longitudinal slope surface of the foundation, and setting a bottom modulus increasing area, a top modulus increasing area and the like on a dam body to reduce uneven deformation of the dam body; setting a back pressure platform at a dam toe of the dam body and performing double-standard control on the pouring time of a face plate of the dam body to reduce adverse impact of deformation of the dam body on the impervious face plate. The method has the advantage that uneven deformation of the dam body is greatly reduced by the aid of measures such as improving a topographical condition of the dam foundation, reasonably partitioning the dam body, filling residues at the dam toe to form the back pressure platform and reasonably preserving excessive sedimentation height and sedimentation cycle, so that the stability of the dam body can be guaranteed.
Description
Technical field
The invention belongs to dam construction technique field, be specifically related to a kind of damming method of reservoir dam.
Background technology
Pumped storage power plant upper storage reservoir is usually placed in depression, mountain top, and can run into need to be in the problem on dam of more than two building on cheuch ground of steeper longitudinal gradient.Existing dam zoning is divided into bed course district, transition region, rockfill area, top, rockfill area, downstream (dry section), bottom of trench drainage blanket according to building excavated material characteristic by dam, and adopts and directly on ground, fill during dam embankment.But adopt, at cross section, be that W shape (W intermediate representation ridge, W bottom represents two gullys), longitudinal grade are greater than on 17 ° of grounds and build a dam in this way, all totally unfavorable to dam body stabilization and deformation.Prior art adopts conventionally excavates middle part ridge, avoid is laterally the impact along the inhomogeneous deformation of axis of dam direction on dam body of " W " shape, then carry out dam embankment, during dam embankment, regardless of Zeng Mo district, top and Zeng Mo district, bottom, the shortcoming of the method is that excavation fills investment greatly.In addition, in prior art, also by build gravity dam at downstream side slope correct position, reduce earth and rockfill dam downstream slope height, reduce longitudinal ground gradient and be greater than the height of building a dam on 17 ° of grounds, its shortcoming is that this dam type is that gravity dam and earth and rockfill dam mix dam type, be out of shape stressed inharmoniously, and gravity dam investment is large.On the backfill rock ballast layer of above-mentioned two kinds of dam and reservoir sides, do not lay junction plate, dam body panel and reservoir bottom geomembrane are directly joined, the middle joining section not playing a transition role, can not form stable impervious barrier well.
Summary of the invention
The present invention is intended to overcome the deficiencies in the prior art, and a kind of damming method of reservoir dam is provided.
In order to achieve the above object, technical scheme provided by the invention is:
A damming method, described dam ground cross section is W shape, W intermediate representation ridge, W bottom represents two gullys; Ground longitudinal grade is greater than 17 °.In building a dam, other steps of not launching explanation are the routine techniques means of building a dam this area, and its dam structure is also the conventional dam structure in this area.
Described method comprises the steps:
(1) ridge boss is whittled into platform; Along longitudinal several horizontal bench of domatic excavation of ground;
(2) on the dam ground of processing through step (1), carry out dam embankment, in the process of building a dam, in loose rock dam bottom and top, roll the Zeng Mo district, bottom of formation respectively and Zeng Mo district, top; While rolling, control Zeng Mo district compacting bed thickness 0.6
+0.05m, porosity < 18%, osmotic coefficient k > 1 * 10
-2cm/s, watering amount>=10%, controls Zeng Mo district enrockment maximum particle diameter and is no more than compacted lift thickness, and the enrockment content that particle diameter is less than 5mm is not more than 20% of Zeng Mo district enrockment quality, and the enrockment content that control particle diameter is less than 0.075mm is not more than 5% of Zeng Mo district enrockment quality;
(3) at dam embankment simultaneously, at the base of dam place of dam body, construct back-pressure platform; On the backfill rock ballast of dam body reservoir side, junction plate is set, reservoir bottom geomembrane is covered to junction plate and stretch in dam week side seam;
(4) wait the dam body having filled, through sedimentation at least 6 months and the rate of settling, be not more than 5mm/ and carry out building of dam body panel after the month, dam body panel joins by junction plate and reservoir bottom geomembrane.
Wherein, the described platform of step (1) is wide is 110
+5m, preferably 110m; Described horizontal bench is wide is 10
+0.5m, preferably 10m.Zeng Mo district enrockment maximum particle diameter described in step (2) is 0.6m ，Zeng Mo district's compacting bed thickness 0.6m.While rolling Zeng Mo district in step (2), be to adopt 27t self-propelled vibrating roller to roll 6-10 times, preferably 8 times.
Below in conjunction with beneficial effect, the inventive method is further elaborated:
The damming method of described reservoir dam comprises the steps:
(1) ridge boss is whittled into platform; Along longitudinal several horizontal bench of domatic excavation of ground.This step is two ditch one beam " W " landform for the dam foundation, and ditch and beam are greater than 17
otendency downstream, stable and the very unfavorable feature of dam body inhomogeneous deformation to dam, dam foundation landform is transformed: 1. middle part ridge boss is cut to slope excavation, form wide about 110m platform, reduce dam body at the differential settlement of parallel axis of dam direction, both reduced the inhomogeneous deformation of dam foundation cheuch, again because local excavation has only saved construction investment; 2. in conjunction with dam foundation excavation, to the domatic bench excavation that carries out of the steep basement rock of middle part ridge, form wide about 10m platform, increase rockfill along the skid resistance of bedrock surface.
(2) on the dam ground of processing through step (1), carry out dam embankment, in the process of building a dam, in loose rock dam bottom and top, roll the Zeng Mo district, bottom of formation respectively and Zeng Mo district, top; While rolling, control Zeng Mo district compacting bed thickness 0.6
+0.05m, porosity < 18%, osmotic coefficient k > 1 * 10
-2cm/s, watering amount>=10%, controls Zeng Mo district enrockment maximum particle diameter and is no more than compacted lift thickness, and the enrockment content that particle diameter is less than 5mm is not more than 20% of Zeng Mo district enrockment quality, and the enrockment content that control particle diameter is less than 0.075mm is not more than 5% of Zeng Mo district enrockment quality.In this step, first this proposes Shuan Zengmo district, and Zeng Mo district, bottom is by improving number of rolling and dam material quality to increase the following rockfill area of 185m elevation platform modulus of compressibility, can reducing the impact on dam body inhomogeneous deformation of " W " landform and clinoform.Zeng Mo district, top is by improving number of rolling and dam material quality to increase the above rockfill area of 265.8m elevation platform modulus of compressibility, guaranteeing dam stability of slope.Zeng Mo district adopts the weak weathering of lower storage reservoir storehouse basin excavation, fresh tuff, andesite to fill.That is to say, this step has changed the subregion of traditional dam, has increased Zeng Mo district, bottom and Zeng Mo district, top in each subregion, has improved the stability of dam under W shape foundation condition.
(3) at dam embankment simultaneously, at the base of dam place of dam body, construct back-pressure platform, back-pressure platform can be in conjunction with layout of spoil area behind dam, and it is stable that the constructing of this back-pressure platform is conducive to dam; On the backfill rock ballast layer of dam body reservoir side, lay junction plate, reservoir bottom geomembrane is covered to junction plate and stretch in dam week side seam.
(4) wait the dam body having filled, through sedimentation at least 6 months and the rate of settling, be not more than 5mm/ and carry out building of dam body panel after the month, dam body panel joins by junction plate and reservoir bottom geomembrane.Dam body panel, reservoir bottom geomembrane form seepage prevention system by junction plate, adopt above-mentioned dam body panel to build two standards of time and control (wait the dam body having filled, through sedimentation at least 6 months and the rate of settling, be not more than 5mm/ and after the month, carry out the laying of dam body panel) and can guarantee that seepage control of dam system is not because dam deformation damages.
The present invention fills out slag back-pressure platform, the rationally measure minimizing such as settlement reservation superelevation and sedimentation cycle dam inhomogeneous deformation by improvement dam foundation orographic condition, dam body rationalization partition, base of dam, has guaranteed that dam body is stable.
Accompanying drawing explanation
Fig. 1 is that reservoir dam is along the sectional drawing of W shape ground ridge;
Fig. 2 is that reservoir dam is along the cross-sectional view of W shape ground.
In figure: 1, platform; 2, horizontal bench; 3, bottom Zeng Mo district; 4, top Zeng Mo district; 5, junction plate; 6, reservoir bottom geomembrane; 7, dam body panel; 8, dam ground; 9, dam body; 10, back-pressure platform.
The specific embodiment
Below in conjunction with drawings and Examples, the present invention is further illustrated.
embodiment 1
Referring to Fig. 1 and Fig. 2.The present embodiment relies on Liyang pumped storage power plant upper storage reservoir key dam engineering.Upper storage reservoir key dam is reinforced concrete face rockfill dam, crest elevation 295.00m, and width at dam crest 10m, maximum height of dam 165.00m (axis of dam place), crest length 1113.20m, upstream face slope ratio is 1: 1.4, downstream face slope ratio is 1: 1.45.Described dam ground 8 cross sections are W shape, W intermediate representation ridge, and W bottom represents two gullys; Ground longitudinal grade is greater than 17 °.
(1) ridge boss is whittled into wide about 110m, the platform 1 of high about 30m; Horizontal bench 2 along the wide about 10m of the longitudinal domatic excavation of ground.
(2) on the dam ground of processing through step (1), carry out dam body 9 and fill, in the process of building a dam, roll bottom, rockfill area, dam and top, form respectively Zeng Mo district 3, bottom and Zeng Mo district, top 4; While rolling, control Zeng Mo district compacting bed thickness 0.6
+0.05m, porosity < 18%, osmotic coefficient k > 1 * 10
-2cm/s, watering amount>=10%, controls Zeng Mo district enrockment maximum particle diameter and is no more than compacted lift thickness, and the enrockment content that particle diameter is less than 5mm is not more than 20% of Zeng Mo district enrockment quality, and the enrockment content that control particle diameter is less than 0.075mm is not more than 5% of Zeng Mo district enrockment quality.Wherein, Zeng Mo district, bottom 3 is by improving number of rolling and dam material quality to increase the following rockfill area of 185m elevation platform modulus of compressibility, can reducing the impact on dam body inhomogeneous deformation of " W " landform and clinoform.Zeng Mo district, top 4 is by improving number of rolling and dam material quality to increase the above rockfill area of 265.8m elevation platform modulus of compressibility, guaranteeing dam stability of slope.Zeng Mo district adopts the weak weathering of lower storage reservoir storehouse basin excavation, fresh tuff, andesite to fill.
(3) at dam embankment simultaneously, locate to construct the back-pressure platform 10 of wide about 220m below the base of dam elevation 160m of dam body, back-pressure platform 10 can be in conjunction with layout of spoil area; On the backfill rock ballast layer of dam body reservoir side, lay junction plate 5, reservoir bottom geomembrane 6 is covered to junction plate and stretch in dam week side seam.
(4) wait the dam body having filled, through sedimentation at least 6 months and the rate of settling, be not more than 5mm/ and carry out building of dam body panel 7 after the month, dam body panel joins by junction plate 5 and reservoir bottom geomembrane 6.Dam body panel 7, reservoir bottom geomembrane 6 form seepage prevention system by junction plate 5.
The present embodiment is applied in the pumped storage power plant upper storage reservoir dam engineering of Liyang, and the about 70cm of dam maximum settlement, is 0.42% of height of dam at present, and the distortion of dam differential settlement is effectively controlled.Reduce middle part ridge excavated volume and the amount of filling approximately 500,000 m
3, reduce by 2,500 ten thousand yuan of engineering costs, save 4 months durations.
Claims (4)
1. a reservoir dam damming method, described dam ground cross section is W shape, W intermediate representation ridge, W bottom represents two gullys; Ground longitudinal grade is greater than 17 °; It is characterized in that, described method comprises the steps:
(1) ridge boss is whittled into platform; Along longitudinal several horizontal bench of domatic excavation of ground;
(2) on the dam ground of processing through step (1), carry out dam embankment, in the process of building a dam, in loose rock dam bottom and top, roll the Zeng Mo district, bottom of formation respectively and Zeng Mo district, top; While rolling, control Zeng Mo district compacting bed thickness 0.6
+0.05m, porosity < 18%, osmotic coefficient k > 1 * 10
-2cm/s, watering amount>=10%, controls Zeng Mo district enrockment maximum particle diameter and is no more than compacted lift thickness, and the enrockment content that particle diameter is less than 5mm is not more than 20% of Zeng Mo district enrockment quality, and the enrockment content that control particle diameter is less than 0.075mm is not more than 5% of Zeng Mo district enrockment quality;
(3) at dam embankment simultaneously, at the base of dam place of dam body, construct back-pressure platform; On the backfill rock ballast of dam body reservoir side, junction plate is set, reservoir bottom geomembrane is covered to junction plate and stretch in dam week side seam;
(4) wait the dam body having filled, through sedimentation at least 6 months and the rate of settling, be not more than 5mm/ and carry out building of dam body panel after the month, dam body panel joins by junction plate and reservoir bottom geomembrane.
2. the method for claim 1, is characterized in that, the described platform of step (1) is wide is 110
+5m; Described horizontal bench is wide is 10
+0.5m.
3. the method for claim 1, is characterized in that, described in step (2), Zeng Mo district enrockment maximum particle diameter is 0.6m, and compacting bed thickness is 0.6m.
4. the method for claim 1, is characterized in that, is to adopt 27t self-propelled vibrating roller to roll 6-10 times while rolling Zeng Mo district in step (2).
Priority Applications (1)
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|---|---|---|---|
| CN201310522389.1A CN103526727A (en) | 2013-10-30 | 2013-10-30 | Method for constructing reservoir dam |
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|---|---|---|---|
| CN201310522389.1A CN103526727A (en) | 2013-10-30 | 2013-10-30 | Method for constructing reservoir dam |
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| CN103526727A true CN103526727A (en) | 2014-01-22 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464054A (en) * | 2016-01-04 | 2016-04-06 | 中国电建集团华东勘测设计研究院有限公司 | Concrete-faced rockfill dam structure on special terrain and construction method of concrete-faced rockfill dam structure |
| CN110616681A (en) * | 2019-08-27 | 2019-12-27 | 国家电网有限公司 | Construction method of face rockfill dam in karst development area |
Citations (4)
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| JPH07247535A (en) * | 1994-03-09 | 1995-09-26 | Maeda Corp | Rock-fill dam construction tent device and construction method of rock-fill dam |
| CN201598610U (en) * | 2009-09-18 | 2010-10-06 | 中国水电顾问集团华东勘测设计研究院 | Face plate rock-fill dam structure reasonably utilizing gravel sand |
| CN202416263U (en) * | 2011-11-23 | 2012-09-05 | 中国水电顾问集团贵阳勘测设计研究院 | Concrete faced rockfill dam compounded with gravity dam |
| CN103132487A (en) * | 2011-11-23 | 2013-06-05 | 中国水电顾问集团贵阳勘测设计研究院 | Method of reducing horizontal displacement of concrete faced rockfill dam and concrete faced rockfill dam |
-
2013
- 2013-10-30 CN CN201310522389.1A patent/CN103526727A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07247535A (en) * | 1994-03-09 | 1995-09-26 | Maeda Corp | Rock-fill dam construction tent device and construction method of rock-fill dam |
| CN201598610U (en) * | 2009-09-18 | 2010-10-06 | 中国水电顾问集团华东勘测设计研究院 | Face plate rock-fill dam structure reasonably utilizing gravel sand |
| CN202416263U (en) * | 2011-11-23 | 2012-09-05 | 中国水电顾问集团贵阳勘测设计研究院 | Concrete faced rockfill dam compounded with gravity dam |
| CN103132487A (en) * | 2011-11-23 | 2013-06-05 | 中国水电顾问集团贵阳勘测设计研究院 | Method of reducing horizontal displacement of concrete faced rockfill dam and concrete faced rockfill dam |
Non-Patent Citations (1)
| Title |
|---|
| 陈洪来等: "溧阳抽水蓄能电站上水库面板堆石坝设计及优化", 《水力发电》, vol. 39, no. 3, 31 March 2013 (2013-03-31) * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464054A (en) * | 2016-01-04 | 2016-04-06 | 中国电建集团华东勘测设计研究院有限公司 | Concrete-faced rockfill dam structure on special terrain and construction method of concrete-faced rockfill dam structure |
| CN110616681A (en) * | 2019-08-27 | 2019-12-27 | 国家电网有限公司 | Construction method of face rockfill dam in karst development area |
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Address after: 410014 Hunan province Changsha Yuhua District, camphor Road No. 16 Applicant after: POWERCHINA ZHONGNAN ENGINEERING Corp.,Ltd. Address before: 410014 Hunan province Changsha Yuhua District, camphor Road No. 16 Applicant before: HYDROCHINA ZHONGNAN ENGINEERING Corp. Address after: 410014 Hunan province Changsha Yuhua District, camphor Road No. 16 Applicant after: HYDROCHINA ZHONGNAN ENGINEERING Corp. Address before: 410014, 9 camphor Road, Yuhua District, Hunan, Changsha Applicant before: Mid-South Hydroelectric Investigation & Design Institute of China Hydropower Engineering Consulting Group |
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Free format text: CORRECT: APPLICANT; FROM: HYDROCHINA ZHONGNAN ENGINEERING CORPORATION TO: CHINA POWER GROUP ZHONGNAN INVESTIGATION DESIGN + RESEARCH INSTITUTE CO., LTD. Free format text: CORRECT: APPLICANT; FROM: ZHONGNAN PROSPECTING DESIGN INST. CHINA HYDRAUELECTRIC CONSULTANT GROUP TO: HYDROCHINA ZHONGNAN ENGINEERING CORPORATION |
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Application publication date: 20140122 |