CN201598610U - Face plate rock-fill dam structure reasonably utilizing gravel sand - Google Patents
Face plate rock-fill dam structure reasonably utilizing gravel sand Download PDFInfo
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- CN201598610U CN201598610U CN2009201969712U CN200920196971U CN201598610U CN 201598610 U CN201598610 U CN 201598610U CN 2009201969712 U CN2009201969712 U CN 2009201969712U CN 200920196971 U CN200920196971 U CN 200920196971U CN 201598610 U CN201598610 U CN 201598610U
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- dam
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- gravel sand
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Abstract
The utility model relates to a face plate rock-fill dam structure reasonably utilizing gravel sand and a construction method thereof. A technical problem needs to be solved by the utility model is to provide the face plate panel rock-fill dam structure reasonably utilizing gravel sand and the construction method thereof, and particularly gravel sand nearby the dam site is placed in the middle dry area of a dam body, so as to avoid the additional construction of a quarry and protect the environment. A technical scheme for solving the problem is provided as follows: the face plate rock-fill dam structure reasonably utilizing gravel sand is provided with a dam body; a transition layer, a cushion layer and a panel are laid on the upstream side of the dam body from inside to outside; a special cushion layer is laid under the cushion layer; a rock ballast back-filling region and a silty soil back-filling region are arranged on a dam base on the upstream side of the dam body, and a dry stone pitching is arranged on the downstream side; an oversize rock-pressing slope area is arranged on a downstream dam base; the main body includes a main rock-filling area and an auxiliary rock-filling area; and a gravel sand area is arranged in a cavity surrounded by the main rock-filling area and the auxiliary rock-filling area and above a seepage line; and a filter protection area is arranged at the bottom of the gravel sand area and in a low-elevation position of the downstream side. The panel rock-fill dam structure is used for face plate dam engineering where natural gravel sand exists nearby the dam site.
Description
Technical field
The utility model relates to a kind of rock structure of rationally utilizing the gravel building stones, mainly is applicable to the concrete face rockfill dam, the bituminous concrete panel dam engineering that there are natural sand gravel material source near the dam site.
Background technology
Rock is one of a kind of main flow dam type in the current Hydraulic and Hydro-Power Engineering, and under the prerequisite that satisfies basic principles such as waterpower transition, the dam body materials zoned format is versatile and flexible.In the actual engineering, the gravel building stones are placed on dam body upstream, middle part, downstream all application, but because gravel building stones osmotic stability is relatively poor, often needs independent catchment is set, and all can affect to construction speed, difficulty etc. like this; Because the shear strength of gravel building stones under low confined pressure condition is lower, and being placed on upstream and downstream all needs to slow down dam slope, increase dam embankment amount and construction investment simultaneously.
Summary of the invention
The technical problems to be solved in the utility model is: a kind of rock structure of rationally utilizing the gravel building stones is provided; make full use of near the natural sand gravel material of dam site; the gravel building stones are placed on the dry section at dam body middle part; not only can reduce the dam body sedimentation; avoid bed course cracking, panel to come to nothing, reduce the dam body stockpile side of filling amount, and can coordinate a cubic meter excavation and filling balance, avoid opening up separately the enrockment stock ground; effectively preserve the ecological environment, save construction investment.
The technical scheme that the utility model adopted is: the rock structure of rationally utilizing the gravel building stones; has the loose rock dam main body; its upstream side is laid transition zone from inside to outside successively; bed course and panel; wherein the bed course below is provided with special bed course; main body upstream side dam foundation place is provided with rock ballast back filled region and silt back filled region; dry stone pitching is established in the main body downstream; it is characterized in that: described main body comprises main enrockment district and is located at the inferior enrockment district in downstream; the sand gravel district that is positioned on the dam seepage line is set in the cavity that both surround, and the low elevation position of bottom, sand gravel district and downstream face is provided with anti-filter topping.
The porosity of described transition zone is not more than 19%, and dry density is 2.163g/cm
3
The porosity of described bed course is not more than 17%, and dry density is 2.216g/cm
3
The porosity in described main enrockment district is not more than 20%, and dry density is 2.12g/cm
3
The porosity in described sand gravel district is not more than 18%, and dry density is 2.12g/cm
3
The described dam body downstream dam foundation is provided with oversize stone pressure slope district.
The beneficial effects of the utility model are: the utility model is placed on the dry section at dam body middle part with the gravel building stones, coordinating a cubic metre of earth and stone excavation and filling balance, thereby has avoided opening up separately the enrockment stock ground, has effectively protected ecological environment, has saved construction investment; Because the gravel building stones itself have low compressibility, it is arranged on the dam body middle part has significantly reduced the dam body sedimentation on the other hand, avoided bed course cracking, panel to come to nothing, reduced the dam body stockpile side of filling amount; In addition,, thereby effectively prevented gravel building stones seepage failure, guaranteed engineering safety owing to the dry section that the gravel building stones is placed on the dam seepage line.
Description of drawings
Fig. 1 is a sectional view of the present utility model.
The specific embodiment
As shown in Figure 1; present embodiment has the loose rock dam main body; its upstream side is laid transition zone from inside to outside successively; bed course and panel 4; wherein bed course 3 belows are provided with special bed course 5; main body upstream side dam foundation place is provided with rock ballast back filled region 6 and silt back filled region 7; dry stone pitching 8 is established in the main body downstream; the downstream dam foundation is provided with oversize stone pressure slope district 9; described main body comprises main enrockment district 10 and is located at the inferior enrockment district 11 in downstream; the sand gravel district 12 that is positioned on the dam seepage line is set in the cavity that both surround,, thereby has avoided opening up separately the enrockment stock ground with a coordination cubic metre of earth and stone excavation and filling balance; effectively protect ecological environment, saved construction investment.Consider the construction period bed course 3 temporary water dash situation of passing the flood period simultaneously, in 12 bottoms, sand gravel district and the low elevation position of downstream face anti-filter topping 13 is set.
The job practices of present embodiment in actual mechanical process be, according to above subregion from the centre to both sides, carry out layering from bottom to top and lay:
Transition zone 2, its material mainly utilize the hole quarrel material of pivot building thing and other building excavated material by the controlled blasting parameter, and the requirement of rock matter is fresh or gentle breezeization, and maximum particle diameter 300mm is no more than 19% continuous grading material less than the content of 5mm particle; During construction, shop bed thickness 40cm rolls 8 times with the 22t towed vibrating, amount of water by shop earthwork volume 15%, make the porosity of transition zone 2 be not more than 19%, dry density is 2.163g/cm
3, the order of magnitude of transmission coefficient is 10
-2Cm/s;
Bed course 3, its packing material are by the fresh hole quarrel material and the oversize aggregate grating of channel sand gravel of pivot building thing excavation and mix and join river sand and form, and require this material to have semi-transparent water-based and osmotic stability, require the silt of counter plate 4 upstreams to play reverse filter effect simultaneously.Maximum particle diameter 80mm is 35%～55% less than the 5mm granule content, is not more than 8% continuous grading material less than the 0.075mm granule content; During construction, shop bed thickness 40cm, and on rejecting and transition zone 2 interfaces particle diameter greater than the particle of 20cm, adopting the 22t towed vibrating to grind with transition zone 2 rolls 8 times with layer, amount of water by shop cubic metre of earth volume 10%, make the porosity of bed course 3 be not more than 17%, dry density is 2.216g/cm
3
Special bed course 5, inserts is identical with bed course 3 materials, and difference is that its maximum particle diameter is 40mm, plays good anti-filter effect with the silt of counter plate 4 upstreams; During construction, shop bed thickness 40cm adopts a kind of hydraulic crawler excavator upper flat plate vibrator that is installed in to roll 8 times, and the order of magnitude of its transmission coefficient is 10
-4Cm/s;
The excavated material backfill of pivot building thing is adopted, no compacting requirement in rock ballast back filled region 6;
Silt back filled region 7, its inserts is exploited from the stock ground, and maximum particle diameter is less than 1mm, and water-soluble salt content is not more than 3%, and organic content is not more than 5%, and index of plasticity is not more than 10, the little order of magnitude of transmission coefficient of osmotic coefficient ratio sub-district material, promptly 10
-5Cm/s; Because the silt size ratio is less, when panel 4 surfaces produce cracks when seepages take place, silt under hydraulic pressure automatically backfill enter mending-leakage in the crack on the panel 4;
Dry stone pitching 8 adopts placed rockfill to build block at the downstream dam facing, and thickness is 80cm;
Oversize stone pressure slope district 9, dam body underwater bed position adopt the oversize stone pressure slope of diameter greater than 800mm, need not to roll;
Main enrockment district 10 is the dam body chief component, adopts pivot building thing excavated material, and requirement is fresh, gentle breezeization and dispensed in small quantity moderately weathered rock, maximum particle diameter 800mm, and less than 20%, mud content is less than 5% less than the fine particle content of 5mm; During construction, shop bed thickness 80cm adopts the 22t towed vibrating to roll 8 times, amount of water by shop earthwork volume 17.5%, make the porosity in winner enrockment district be not more than 20%, dry density is 2.12g/cm
3
Inferior enrockment district 11, the excavated material of employing pivot building thing allows the weak weathered stone of part to disperse to fill, make time enrockment district, downstream also keep good drainage, construction shop bed thickness 120cm adopts the 22t towed vibrating to roll 8 times, amount of water by shop earthwork volume 15%;
Sand gravel district 12, inserts is excavated the back and is directly gone up the dam near the stock ground the dam site, and particle diameter is less than 600mm, and mud content is less than 5%; During construction, shop bed thickness 80cm adopts the 22t towed vibrating to roll 8 times, makes the porosity in sand gravel district be not more than 18%, and dry density is 2.12g/cm
3Because sand gravel itself has low compressibility, sand gravel district 12 is arranged in the cavity that main enrockment district 10 and time enrockment district 11 surround, not only reduce the stockpile side of the filling amount of dam body, and can reduce the dam body sedimentation, guarantee safety of dam body.
Loaded filter 13, filter material is for satisfying the counter hole slag charge of filtering requirement of dam body gravel building stones, and maximum particle diameter is less than 300mm.
Claims (2)
1. rock structure of rationally utilizing the gravel building stones; has the loose rock dam main body; its upstream side is laid transition zone (2) from inside to outside successively; bed course (3) and panel (4); wherein bed course (3) below is provided with special bed course (5); main body upstream side dam foundation place is provided with rock ballast back filled region (6) and silt back filled region (7); dry stone pitching (8) is established in the main body downstream; it is characterized in that: described main body comprises main enrockment district (10) and is located at the inferior enrockment district (11) in downstream; the sand gravel district (12) that is positioned on the dam seepage line is set in the cavity that both surround, and the low elevation position of sand gravel district (12) bottom and downstream face is provided with anti-filter topping (13).
2. the rock structure of rationally utilizing the gravel building stones according to claim 1 is characterized in that: the described dam body downstream dam foundation is provided with oversize stone pressure slope district (9).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009201969712U CN201598610U (en) | 2009-09-18 | 2009-09-18 | Face plate rock-fill dam structure reasonably utilizing gravel sand |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009201969712U CN201598610U (en) | 2009-09-18 | 2009-09-18 | Face plate rock-fill dam structure reasonably utilizing gravel sand |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201598610U true CN201598610U (en) | 2010-10-06 |
Family
ID=42809660
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009201969712U Expired - Fee Related CN201598610U (en) | 2009-09-18 | 2009-09-18 | Face plate rock-fill dam structure reasonably utilizing gravel sand |
Country Status (1)
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|---|---|
| CN (1) | CN201598610U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101982617A (en) * | 2010-10-22 | 2011-03-02 | 中国水电顾问集团华东勘测设计研究院 | Debris retaining structure for debris fields and construction method thereof |
| CN102720165A (en) * | 2012-06-25 | 2012-10-10 | 中国水电顾问集团中南勘测设计研究院 | Dam slope of panel rock-fill dam |
| CN102900092A (en) * | 2012-09-24 | 2013-01-30 | 长江勘测规划设计研究有限责任公司 | Artificial composite foundation of concrete face rockfill dam built on deep and thick coverage layer and construction method of artificial composite foundation |
| 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 |
| CN109338998A (en) * | 2018-10-12 | 2019-02-15 | 中水电第十工程局（郑州）有限公司 | A kind of stainless steel faceplate rock-fill dams |
| CN113818403A (en) * | 2021-09-09 | 2021-12-21 | 贵阳筑水水利产业发展有限公司 | Construction method for constructing concrete hyperbolic arch dam by using excavation materials to replace stock ground |
-
2009
- 2009-09-18 CN CN2009201969712U patent/CN201598610U/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101982617A (en) * | 2010-10-22 | 2011-03-02 | 中国水电顾问集团华东勘测设计研究院 | Debris retaining structure for debris fields and construction method thereof |
| CN101982617B (en) * | 2010-10-22 | 2012-11-14 | 中国水电顾问集团华东勘测设计研究院 | Debris retaining structure for debris fields and construction method thereof |
| CN102720165A (en) * | 2012-06-25 | 2012-10-10 | 中国水电顾问集团中南勘测设计研究院 | Dam slope of panel rock-fill dam |
| CN102720165B (en) * | 2012-06-25 | 2015-06-17 | 中国电建集团中南勘测设计研究院有限公司 | Dam slope of panel rock-fill dam |
| CN102900092A (en) * | 2012-09-24 | 2013-01-30 | 长江勘测规划设计研究有限责任公司 | Artificial composite foundation of concrete face rockfill dam built on deep and thick coverage layer and construction method of artificial composite foundation |
| CN102900092B (en) * | 2012-09-24 | 2015-02-11 | 长江勘测规划设计研究有限责任公司 | Artificial composite foundation of concrete face rockfill dam built on deep and thick coverage layer and construction method of artificial composite foundation |
| 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 |
| CN109338998A (en) * | 2018-10-12 | 2019-02-15 | 中水电第十工程局（郑州）有限公司 | A kind of stainless steel faceplate rock-fill dams |
| CN113818403A (en) * | 2021-09-09 | 2021-12-21 | 贵阳筑水水利产业发展有限公司 | Construction method for constructing concrete hyperbolic arch dam by using excavation materials to replace stock ground |
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Legal Events
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|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20101006 Termination date: 20180918 |
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| CF01 | Termination of patent right due to non-payment of annual fee |