CN104196010A - Enforced preliminary settlement construction method of concrete faced rockfill dam - Google Patents
Enforced preliminary settlement construction method of concrete faced rockfill dam Download PDFInfo
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- CN104196010A CN104196010A CN201410399139.8A CN201410399139A CN104196010A CN 104196010 A CN104196010 A CN 104196010A CN 201410399139 A CN201410399139 A CN 201410399139A CN 104196010 A CN104196010 A CN 104196010A
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Abstract
The invention belongs to the technical field of water conservancy and hydropower projects, and particularly provides an enforced preliminary settlement construction method of a concrete faced rockfill dam. The method comprises the following steps that (1), a small foundation pit is filled with water; (2), a large foundation pit is filled with water; (3), a dam body of the large foundation pit is soaked; (4), the water of the large foundation pit is drained. According to the enforced preliminary settlement construction method of the concrete faced rockfill dam, during the preliminary settlement period after dam filling is completed and before concrete face construction is carried out, the position, below the elevation of the downstream highest tailwater level of the rockfill dam, of the dam body is soaked with water, dam body deformation generated after concrete face construction is reduced, and therefore the influence of the deformation on a concrete face is reduced, and a foundation is laid for concrete face crack resisting and control over concrete face separation.
Description
Technical field
The invention belongs to Hydraulic and Hydro-Power Engineering technical field, be specifically related to a kind of rock and force pre-sedimentation construction method.
Background technology
Reinforced concrete face rockfill dam is a kind of new dam type that the later stage seventies in last century starts to grow up, it embodies the good feature of safety, economy, easy construction and compliance in practice, although start late but develop very fast, the favor of Shen Shouba work circle.According to incompletely statistics, by September, 2011, in the world built, at the rock of building and planning to build, from engineering quantity, height of dam, to project scale, all occupy the forefront.Along with the accumulation of Dam Construction experience and the raising of design level, the height of rock is also in continuous increase, and Shuibuya Dam is up to 233m, is the highest built rock in the world, also becomes the successful case of the high rock of 250m level.
According to literature search, all there is the vertical pressure seam to a certain degree shear failure situation that is squeezed in the concrete slab of the superelevation face dam of height of dam more than 150m; Purple Ping Pumianbanba after having experienced the test of " 5.12 " Wenchuan earthquake, horizontal construction joint generation faulting of slab ends between two, three phase panels, the vertical pressure property seam in two, the riverbed destruction that is squeezed, three phase panel top occurrence of large-area are come to nothing.According to existing Surveillance on Haemorrhagic, all there is certain Rheological Deformation in ultra-high concrete panel dam, although relative height of dam, the amplitude of its distortion is less, but because the ability of loose rock dam rigid panel adaptive deformation is poor, the trend of dam deformation and size directly have influence on distortion and the stress proterties of panel and seam.
According to existing engineering experience and time, show, larger late dam body deformability, the impacts such as the distortion of counter plate amount of deflection and stress (inclined slope aspect, dam axial), all side seams and vertical lap seam are larger, and the dam body of face dam is in the Deformation control of construction period and runtime and be predicted as one of main restricting factor of face dam safety.
Therefore, in order to prevent and to reduce or remit that panel comes to nothing and crack, avoid the panel vertical lap seam destruction that is squeezed, to guarantee dam structure safety, try every possible means to control late dam body deformability amount, especially the dam deformation amount after panel construction, be solve that rock panel comes to nothing, one of the effective measures of crack, squeeze and destroy.
Summary of the invention
The object of the invention is to overcome the technical barrier of rock, solve technically the panel crack prevention and crack resistance problem of Concrete Face Rockfill Dam.
For this reason, the invention provides a kind of rock and force pre-sedimentation construction method, comprise the steps:
1) water-filling of little foundation ditch: to little foundation ditch water filling, make little Water Level in Foundation Pit reach predetermined high water level by water pump;
2) large filling water in foundation pit: the water in little foundation ditch enters large foundation ditch by reverse osmosis gutter and dam body surface, meanwhile, control water pump to water filling in little foundation ditch, make water level in little foundation ditch maintain all the time predetermined high water level, when the water level of large foundation ditch reaches predetermined high water level, stop to water filling in little foundation ditch;
3) dam body of large foundation ditch soaks: the water level of large foundation ditch reaches after predetermined high water level, and the dam body of large foundation ditch is soaked 3～7 days;
4) draining of large foundation ditch: after the dam body of large foundation ditch soaks and finishes, by water pump, from the upstream of the building that upstream intercepts water in little foundation ditch, draw water, the water level of little foundation ditch reduces, make to form water-head between large foundation ditch and little foundation ditch, water in large foundation ditch infiltrates little foundation ditch by reverse osmosis gutter and dam body surface, the water level of little foundation ditch and large foundation ditch stops pumping for water pump while reducing to predetermined low water stage, completes the draining of large foundation ditch.
Above-mentioned reverse osmosis gutter is arranged in the toe board of dam body bottom.
Above-mentioned predetermined high water level is the high tailrace level in dam body downstream.
Above-mentioned predetermined low water stage is reverse osmosis gutter elevation.
On above-mentioned dam body, be provided with a plurality of osmometers.
In the drainage procedure of above-mentioned large foundation ditch, control the water-head between large foundation ditch and little foundation ditch, make the bed course district of dam body not produce seepage failure and cave in.
Beneficial effect of the present invention: this rock provided by the invention forces the settlement reservation of pre-sedimentation construction method after dam has filled, before construction of concrete face slab in the phase, the dam body below high tailrace level elevation in loose rock dam downstream is soaked, reduced the distortion of dam body after construction of concrete face slab, thereby reduced the impact of this distortion for concrete slab, for cracking resistance, the coming to nothing of concrete slab of control of concrete slab are laid a good foundation; Meanwhile, due to the enforcement of pre-sedimentation techniques, can shorten the settlement reservation phase, for concrete slab is constructed and created conditions in advance; And then created condition for the generating in advance of engineering, and lay a good foundation for improving the economic benefit of engineering.
Below with reference to accompanying drawing, the present invention is described in further details.
Accompanying drawing explanation
Fig. 1 is the schematic diagram that rock is forced pre-sedimentation construction method.
Description of reference numerals: 1, concrete slab; 2, bed course district; 3, toe board; 4, reverse osmosis gutter; 5, little foundation ditch; 6, building intercepts water in upstream; 7, large foundation ditch; 8, building intercepts water in downstream.
The specific embodiment
Embodiment 1:
In order to overcome the technical barrier of rock, solve technically the panel crack prevention and crack resistance problem of Concrete Face Rockfill Dam, the present embodiment provides a kind of rock as shown in Figure 1 to force pre-sedimentation construction method, utilize the building that intercepts water of dam body upstream and downstream, as: upstream cofferdam, downstream cofferdam or block the permanent concrete structure of foundation ditch, form water storage foundation ditch with two sides side slope, wherein, the foundation ditch intercepting water between building 6 in the concrete slab 1 of dam body upstream face and upstream is little foundation ditch 5, the foundation ditch intercepting water between building 8 in the concrete slab 1 of dam body upstream face and downstream is large foundation ditch 7, its detailed process work progress comprises the steps:
1) water-filling of little foundation ditch 5: to little foundation ditch 5 water fillings, make little foundation ditch 5 water levels reach predetermined high water level by water pump; And the wherein said predetermined high water level high tailrace level that is dam body downstream; The required time of water filling is determined according to water pump size and little foundation ditch 5 capacity selected.
2) water-filling of large foundation ditch 7: the water in little foundation ditch 5 enters large foundation ditch 7 by reverse osmosis gutter 4 and dam body surface, simultaneously, control water pump to the interior water filling of little foundation ditch 5, make the interior water level of little foundation ditch 5 maintain all the time predetermined high water level, when the water level of large foundation ditch 7 reaches predetermined high water level, stop to the interior water filling of little foundation ditch 5; Wherein, described reverse osmosis gutter 4 is arranged in the toe board 3 of dam body bottom.
3) dam body of large foundation ditch 7 soaks: the water level of large foundation ditch 7 reaches after predetermined high water level, the dam body of large foundation ditch 7 is soaked 3～7 days, due in large foundation ditch 7 water filling processes, bottom dam body is all immersed in water all the time, and large foundation ditch 7 water-fillings soak 3～7 day time after finishing again, the stockpile of extent of flooding is fully soaked, allow dam body fully soaks, sedimentation, to reach the object of the pre-sedimentation of immersion of expection, simultaneously, there is sedimentation and deformation in stockpile, thereby can reduce the humidifying distortion of stockpile after retaining under deadweight condition.
4) draining of large foundation ditch 7: after the dam body of large foundation ditch 7 soaks and finishes, by water pump, from 5 upstreams of upstream intercepting water building 6 in little foundation ditch, draw water, the water level of little foundation ditch 5 reduces, make to form water-head between large foundation ditch 7 and little foundation ditch 5, water in large foundation ditch 7 infiltrates little foundation ditch 5 by reverse osmosis gutter 4 and dam body surface, the water level of little foundation ditch 5 and large foundation ditch 7 stops pumping for water pump while reducing to predetermined low water stage, completes the draining of large foundation ditch 7; Wherein, described predetermined low water stage is reverse osmosis gutter 4 elevations.
This rock that the present embodiment provides forces the settlement reservation of pre-sedimentation construction method after dam has filled, before concrete slab 1 construction in the phase, the dam body below high tailrace level elevation in loose rock dam downstream is soaked, reduced the distortion of the rear dam body of concrete slab 1 construction, thereby reduced the impact of this distortion for concrete slab 1, for cracking resistance, the coming to nothing of concrete slab 1 of control of concrete slab 1 are laid a good foundation.
Embodiment 2:
On the basis of embodiment 1, on described dam body, be provided with a plurality of osmometers, in the water-filling of large foundation ditch 7 and the drainage procedure of large foundation ditch 7, for monitoring dam osmotic pressure situation everywhere, to can adjust scheme in time.
In addition, in the drainage procedure of large foundation ditch 7, control the water-head between large foundation ditch 7 and little foundation ditch 5, make the bed course district 2 of dam body not produce seepage failure and cave in; And water level extent, according to 8.2,8.3 cited formula in 10.2,10.3 cited formula or SL274-2001 < < rolling earth-rock dam design specifications > > in DL/T5395-2007 < < rolling earth-rock dam design specifications > >, the parameter that employing Practical Project is corresponding, supposes that different water-heads carries out tentative calculation between large foundation ditch 7 and little foundation ditch 5.According to result of calculation, choose bed course district 2 and do not produce seepage failure and cave in corresponding Series of Water potential difference, and the maximum value of choosing this Series of Water potential difference is as final definite water-head.Generally, when 2 surfaces, bed course district adopt mortar or Extrusion Wall protection, water-head is 1m left and right.
When carrying out the draining of large foundation ditch 7, observe the infiltration face on dam body surface, if find, there are the phenomenon appearance such as loosening, fragmentation is extruded in bed course district 2, and stop in time the draining to large foundation ditch 7, avoids the generation seepage deformation of dam body surface, localized landslip to destroy.
And the scheme for irrigation and drainage of drawing water of large foundation ditch 7 is corresponding volume and times of pumping of drawing water of the every decline 0.1m of water level during according to the pumpage of water pump and large foundation ditch 7, the shape of little foundation ditch 5, the large foundation ditch 7 of calculation of capacity and little foundation ditch 5 interior different water level, according to the water-head of large foundation ditch 7 and little foundation ditch 5, calculate the Seepage flow time between large foundation ditch 7 and little foundation ditch 5 again, in the water-head between large foundation ditch 7 and little foundation ditch 5, do not destroy and formulate under the prerequisite in bed course district 2.
The settlement reservation of the present invention after dam has filled, before construction of concrete face slab is in the phase, the dam body below high tailrace level elevation in loose rock dam downstream is soaked, reduced the distortion of dam body after construction of concrete face slab, thereby reduced the impact of this distortion for concrete slab, for cracking resistance, the coming to nothing of concrete slab of control of concrete slab are laid a good foundation; Meanwhile, due to the enforcement of pre-sedimentation techniques, can shorten the settlement reservation phase, for concrete slab is constructed and created conditions in advance; And then created condition for the generating in advance of engineering, and lay a good foundation for improving the economic benefit of engineering.
More than exemplifying is only to illustrate of the present invention, does not form the restriction to protection scope of the present invention, within the every and same or analogous design of the present invention all belongs to protection scope of the present invention.
Claims (6)
1. rock is forced a pre-sedimentation construction method, it is characterized in that: comprise the steps:
1) water-filling of little foundation ditch (5): to little foundation ditch (5) water filling, make little foundation ditch (5) water level reach predetermined high water level by water pump;
2) large foundation ditch (7) water-filling: the water in little foundation ditch (5) enters large foundation ditch (7) by reverse osmosis gutter (4) and dam body surface, simultaneously, control water pump to the interior water filling of little foundation ditch (5), make the interior water level of little foundation ditch (5) maintain all the time predetermined high water level, when the water level of large foundation ditch (7) reaches predetermined high water level, stop to the interior water filling of little foundation ditch (5);
3) dam body of large foundation ditch (7) soaks: the water level of large foundation ditch (7) reaches after predetermined high water level, and the dam body of large foundation ditch (7) is soaked 3～7 days;
4) draining of large foundation ditch (7): after the dam body of large foundation ditch (7) soaks and finishes, by water pump, from the upstream of the building (6) that upstream intercepts water in little foundation ditch (5), draw water, the water level of little foundation ditch (5) reduces, make to form water-head between large foundation ditch (7) and little foundation ditch (5), water in large foundation ditch (7) infiltrates little foundation ditch (5) by reverse osmosis gutter (4) and dam body surface, the water level of little foundation ditch (5) and large foundation ditch (7) stops pumping for water pump while reducing to predetermined low water stage, completes the draining of large foundation ditch (7).
2. rock as claimed in claim 1 is forced pre-sedimentation construction method, it is characterized in that: described reverse osmosis gutter (4) is arranged in the toe board (3) of dam body bottom.
3. rock as claimed in claim 1 is forced pre-sedimentation construction method, it is characterized in that: described predetermined high water level is the high tailrace level in dam body downstream.
4. rock as claimed in claim 1 is forced pre-sedimentation construction method, it is characterized in that: described predetermined low water stage is reverse osmosis gutter (4) elevation.
5. rock as claimed in claim 1 is forced pre-sedimentation construction method, it is characterized in that: on described dam body, be provided with a plurality of osmometers.
6. rock as claimed in claim 1 is forced pre-sedimentation construction method, it is characterized in that: in the drainage procedure of described large foundation ditch (7), control the water-head between large foundation ditch (7) and little foundation ditch (5), make the bed course district (2) of dam body not produce seepage failure and cave in.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410399139.8A CN104196010A (en) | 2014-08-14 | 2014-08-14 | Enforced preliminary settlement construction method of concrete faced rockfill dam |
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| CN201410399139.8A CN104196010A (en) | 2014-08-14 | 2014-08-14 | Enforced preliminary settlement construction method of concrete faced rockfill dam |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111811468A (en) * | 2020-09-04 | 2020-10-23 | 四川大学 | Prediction method for settlement deformation of high core rock-fill dam |
| CN113091848A (en) * | 2021-04-08 | 2021-07-09 | 中国电建集团贵阳勘测设计研究院有限公司 | Method and device for measuring water level of concrete faced rockfill dam reservoir |
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| CN101736732A (en) * | 2009-12-17 | 2010-06-16 | 上海隧道工程股份有限公司 | Pressure and water reduction construction method of ultra-deep foundation pit confined water |
| CN202194147U (en) * | 2011-04-29 | 2012-04-18 | 华北水利水电学院 | Tailing dam |
| CN103572747A (en) * | 2013-11-15 | 2014-02-12 | 付文堂 | Method for burying drainage-seepage body of reverse filtering pipe in tailing dam |
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- 2014-08-14 CN CN201410399139.8A patent/CN104196010A/en active Pending
Patent Citations (4)
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| KR20100016667A (en) * | 2008-08-05 | 2010-02-16 | 주식회사 엠. 에이. 피. 코리아 | Soil improvement method of soft clay using spread method landfill cover soil on the water surface |
| CN101736732A (en) * | 2009-12-17 | 2010-06-16 | 上海隧道工程股份有限公司 | Pressure and water reduction construction method of ultra-deep foundation pit confined water |
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| CN103572747A (en) * | 2013-11-15 | 2014-02-12 | 付文堂 | Method for burying drainage-seepage body of reverse filtering pipe in tailing dam |
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Cited By (2)
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|---|---|---|---|---|
| CN111811468A (en) * | 2020-09-04 | 2020-10-23 | 四川大学 | Prediction method for settlement deformation of high core rock-fill dam |
| CN113091848A (en) * | 2021-04-08 | 2021-07-09 | 中国电建集团贵阳勘测设计研究院有限公司 | Method and device for measuring water level of concrete faced rockfill dam reservoir |
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| CB03 | Change of inventor or designer information |
Inventor after: Cai Xinhe Inventor after: Xie Xiaoping Inventor after: Yang Cunlong Inventor after: Lei Yan Inventor after: Wang Side Inventor after: Wei Jianzheng Inventor after: Su Xiaojun Inventor after: Zhang Wei Inventor before: Cai Xinhe Inventor before: Lei Yan Inventor before: Wei Jianzheng |
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Effective date of registration: 20160317 Address after: 710065 Shaanxi Province, Xi'an City Road eight No. 18 survey and Design Institute of the northwest department of science and technology Applicant after: Co., Ltd of northwest survey and design research institute of electricity Jian group of China Applicant after: The Yellow River Upstream Hydropower Development Co., Ltd. Address before: 710065 Shaanxi Province, Xi'an City Road eight No. 18 survey and Design Institute of the northwest department of science and technology Applicant before: Co., Ltd of northwest survey and design research institute of electricity Jian group of China |
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| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20141210 |
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| RJ01 | Rejection of invention patent application after publication |