CN103437326A - Composite material dam - Google Patents
Composite material dam Download PDFInfo
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- CN103437326A CN103437326A CN2013103995017A CN201310399501A CN103437326A CN 103437326 A CN103437326 A CN 103437326A CN 2013103995017 A CN2013103995017 A CN 2013103995017A CN 201310399501 A CN201310399501 A CN 201310399501A CN 103437326 A CN103437326 A CN 103437326A
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Abstract
The invention discloses a composite material dam, comprising a concrete dam shell, wherein a rockfill material is filled in the inner cavity of the concrete dam shell; a cushion layer and a transition layer are orderly arranged from outside to inside between the inner wall of the concrete dam shell and the rockfill material. The composite material dam has the combined advantages of a rolled rockfill dam and a rolled concrete gravity dam, and is good in impermeability, small in size, simple and convenient for construction, low in manufacture cost, and simple and beautiful in appearance; the composite material dam is mainly applicable to low dams having the dam height of less than 50 m.
Description
Technical field
The invention belongs to the hydraulic engineering technical field, be specifically related to a kind of roller compacted concrete and composite material dam that rolls the common build of stockpile of adopting.
Background technology
At present, in hydraulic engineering, in order to improve efficiency of construction, reduce construction costs, but often adopt Compacted Concrete Gravity Dam Section and the compaction type loose rock dam of mechanized construction.
The compaction type loose rock dam can take full advantage of local material, can avoid the long distance transportation of large volume material, and anti-seismic performance is good, easy construction.But because dam body upstream and downstream slope is more slow, so the dam type volume is large.And the dam crest overflow realizes difficulty, need arrange on bank the facilities such as flood releasing structure, therefore to take up an area extensively, profile is not attractive in appearance.
Roller Compacted Concrete Dam upstream and downstream slope is than steep, small, and dam crest can realize overflow, so building arranges and concentrate, take up an area little, good looking appearance.But often due to a large amount of dam concrete material require outsourcings, and do not possess economy.And the dam body internal stress is less, its strength of materials can't be given full play to, and causes the huge waste of material.
Compaction type loose rock dam and Compacted Concrete Gravity Dam Section respectively have merits and demerits, but the dam structure of both advantages are not occurred at present.Because be not simple engineering by both integration, if just will gravity dam and loose rock dam simple in conjunction with after can have 2 problems: 1, play the difference problem of mould, 2, the problem of interlayer anti-slide performance.If, by both perfect integration, just need to consider factor in many ways, carry out a large amount of loaded down with trivial details calculating and experiments simultaneously.
Summary of the invention
In order to overcome the above-mentioned shortcoming of compaction type loose rock dam and Compacted Concrete Gravity Dam Section, give full play to their advantage, the invention provides a kind of composite material dam formed by roller compacted concrete and compaction type enrockment.Mainly be applicable to the weir that height of dam is less than 60m.
In order to achieve the above object, technical scheme provided by the invention is:
Described composite material dam comprises the concrete dam shell, and described concrete dam shell lumen loading has stockpile; Be provided with successively from outside to inside bed course and transition zone between described concrete dam shell inwall and stockpile.
Described concrete dam thickness of the shell is 2m～7m.
The material of described concrete dam shell is two grating roller compacted concretes.
Described cushion thickness is 2～4m.
Described bed course adopts the continuous grading building stones, and in described continuous grading building stones, the particle maximum particle diameter is 80～100mm, and the granular mass degree that particle diameter is less than 5mm is 30%～50%, and the granular mass degree that particle diameter is less than 0.075mm is 4%～8%.
Described transition region thickness is 2～4m.
Described transition zone adopts the continuous grading building stones, and in described continuous grading building stones, the particle maximum particle diameter is 300mm, and the granular mass degree that particle diameter is less than 5mm is less than 15%, and the granular mass degree that particle diameter is less than 0.075mm is less than 5%.
Described composite material dam comprises overflow segment connected to one another and non-overflow section.
Below in conjunction with design principle and beneficial effect, the invention will be further described:
Dam shell and the build on composite material of the present invention dam are identical with the compaction type concrete gravity dam, but in the inner stressed less part of dam body (stress is than zonule), adopt stockpile to carry out backfill, between the stockpile of backfill and concrete, adopt bed course and transition zone to carry out transition.
Adopting the purpose of bedding material and Transition Materials, is to prevent that stockpile and two kinds of rigidity of dam shell from differing the unexpected variation of distortion and stress between larger material, makes the stress transmission even, prevents crack.
Described roller compacted concrete dam shell, thickness is 2m～7m, adopts two good grating roller compacted concretes of barrier performance.
Described bed course is close to the concrete dam shell, can compatible deformation after the bed course compacting, the dam shell load evenly is passed to stockpile, and the reaction force of stockpile also can evenly reach dam shell.
Described Transition Materials is placed between bed course and stockpile, and the Main Function of Transition Materials is the transition realized between bed course and stockpile.
In concrete dam shell bottom, gallery can be set, convenient maintenance and grouting.
Sequence of construction and the method on composite material of the present invention dam are: the first step, and the bottom concrete of making concrete dam shell is to first order elevation and roll; Second step, making concrete dam shell upstream and downstream concrete and bed course, to second level elevation, carry out full section grinding compacting; The 3rd step, making concrete dam shell upstream and downstream concrete, bed course, transition zone, to third level elevation, carry out full section grinding compacting; The 4th step, making concrete dam shell upstream and downstream concrete, bed course, transition zone, stockpile, to fourth stage elevation, carry out full section grinding compacting; Until dam crest.In work progress, the construction parameters according to the rules such as construction thickness carry out.Roller compacted concrete, bedding material, transition layered material, stockpile all adopt a set of rolling apparatus to be rolled.
Compared with prior art, beneficial effect of the present invention is:
(1) barrier properties is good.Dam shell of the present invention all adopts concrete, become one complete and the sealing the antiseepage body, there is good intensity and barrier performance.
(2) small.Because profile is identical with gravity dam, slope is steeper, with common compaction type loose rock dam, compares, and volume is little.
(3) easy construction.Dam shell adopts roller compacted concrete, and dam body adopts stockpile, can adopt identical transportation and making equipment during construction, all adopts the vibrating roller layered rolling closely knit.Roller compacted concrete and roll stockpile construction technology maturation.Both are in conjunction with adopting the logical storehouse of full section to roll mode, and efficiency of construction is high.
(4) cost is low.Take full advantage of excavated material and riverbed sandy gravel, unit price is low.
(5) profile is succinctly attractive in appearance.Owing to adopting the concrete dam shell, can realize the dam crest overflow, form natural waterfall, especially be suitable as civic landscape, become the view dam.
The inventor is by a large amount of calculating and experiment, taken into full account the difference problem of mould and the problem of interlayer anti-slide performance of playing, design bed course and transition zone and selected suitable bedding material and the transition layered material, thereby effectively by the advantages of Compacted Concrete Gravity Dam Section and compaction type loose rock dam.
The accompanying drawing explanation
below in conjunction with accompanying drawing, the present invention is further described.
The non-overflow section sectional drawing that Fig. 1 is composite material of the present invention dam;
The overflow segment sectional drawing that Fig. 2 is composite material of the present invention dam.
Number in the figure: 1, concrete dam shell; 2, bed course; 3, transition zone; 4, stockpile.
The specific embodiment
Referring to Fig. 1 and Fig. 2, described composite material dam comprises concrete dam shell 1, and described concrete dam shell 1 lumen loading has stockpile 4; Be provided with successively from outside to inside bed course 2 and transition zone 3 between described concrete dam shell 1 inwall and stockpile 4.
Described concrete dam shell 1 thickness is 2m～7m; Concrete dam shell 1 material is two grating roller compacted concretes.
Described bed course 2 thickness are 2～4m, bed course 2 adopts the continuous grading building stones, and in described continuous grading building stones, the particle maximum particle diameter is 80～100mm, the granular mass degree that particle diameter is less than 5mm is 30%～50%, and the granular mass degree that particle diameter is less than 0.075mm is 4%～8%.
Described transition zone 3 thickness are 2～4m, described transition zone 3 adopts the continuous grading building stones, and in described continuous grading building stones, the particle maximum particle diameter is 300mm, the granular mass degree that particle diameter is less than 5mm is less than 15%, and the granular mass degree that particle diameter is less than 0.075mm is less than 5%.
Described composite material dam comprises overflow segment connected to one another and non-overflow section.
The correction data of the present invention and prior art is as follows:
Take certain engineering as example, total reservoir storage 0.15 hundred million m
3, normal pool level 388m, level of dead water 350m, carry out dam type than choosing with composite material dam, Compacted Concrete Gravity Dam Section and compaction type loose rock dam.Composite material dam and Compacted Concrete Gravity Dam Section dam length are 340m, crest elevation 390.5m, maximum height of dam 59.5m.Compaction type loose rock dam dam length 320m, crest elevation 391m, maximum height of dam 57m.Through comprehensively relatively finding that the composite material dam has the following advantages, finally choose the composite material dam for recommending dam type.
The present invention has following advantage:
(1) barrier properties is good.Adopt R200 label roller compacted concrete, impervious grade W8.
(2) small.Than Compacted Concrete Gravity Dam Section, build is identical; With respect to the compaction type loose rock dam, volume saves 47%.
(3) easy construction.
(4) cost is low.Than concrete gravity dam, save 22%; Than the compaction type loose rock dam, save 13%.
Claims (8)
1. a composite material dam, is characterized in that, it comprises concrete dam shell (1), and described concrete dam shell (1) lumen loading has stockpile (4); Be provided with successively from outside to inside bed course (2) and transition zone (3) between described concrete dam shell (1) inwall and stockpile (4).
2. composite material as claimed in claim 1 dam, is characterized in that, described concrete dam shell (1) thickness is 2m～7m.
3. composite material as claimed in claim 2 dam, is characterized in that, described concrete dam shell (1) material is two grating roller compacted concretes.
4. composite material as claimed in claim 1 or 2 dam, is characterized in that, described bed course (2) thickness is 2～4m.
5. composite material as claimed in claim 4 dam, it is characterized in that, described bed course (2) adopts the continuous grading building stones, in described continuous grading building stones, the particle maximum particle diameter is 80～100mm, the granular mass degree that particle diameter is less than 5mm is 30%～50%, and the granular mass degree that particle diameter is less than 0.075mm is 4%～8%.
6. composite material as claimed in claim 4 dam, is characterized in that, described transition zone (3) thickness is 2～4m.
7. composite material as claimed in claim 6 dam, it is characterized in that, described transition zone (3) adopts the continuous grading building stones, in described continuous grading building stones, the particle maximum particle diameter is 300mm, the granular mass degree that particle diameter is less than 5mm is less than 15%, and the granular mass degree that particle diameter is less than 0.075mm is less than 5%.
8. composite material as claimed in claim 7 dam, is characterized in that, described composite material dam comprises overflow segment connected to one another and non-overflow section.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2013103995017A CN103437326A (en) | 2013-09-05 | 2013-09-05 | Composite material dam |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2013103995017A CN103437326A (en) | 2013-09-05 | 2013-09-05 | Composite material dam |
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| CN103437326A true CN103437326A (en) | 2013-12-11 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104402352A (en) * | 2014-10-23 | 2015-03-11 | 长江水利委员会长江科学院 | Four-graded roller compacted concrete suitable for water power hydraulic engineering and preparation method thereof |
| CN107447731A (en) * | 2017-07-28 | 2017-12-08 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of mixed dam and its construction method |
| CN110886274A (en) * | 2019-11-21 | 2020-03-17 | 贵州水务建设工程有限公司 | Self-compacting rock-fill concrete gravity dam body structure and construction method thereof |
| CN111535323A (en) * | 2020-04-26 | 2020-08-14 | 中电建十一局工程有限公司 | Full-section quasi-tertiary matching long-age roller compacted concrete construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN2089023U (en) * | 1990-09-22 | 1991-11-20 | 刘崇选 | Dam with concrete outer casing |
| RU2005125C1 (en) * | 1991-07-09 | 1993-12-30 | Нижегородский архитектурно-строительный институт | Combination-type dam on rock base |
| KR100714436B1 (en) * | 2006-09-29 | 2007-05-04 | 주식회사 삼안 | Cover stone structure of fill dam |
| CN101718086A (en) * | 2009-11-05 | 2010-06-02 | 河海大学 | Concrete-enrockment mixed dam and construction method thereof |
| 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 |
| CN203475394U (en) * | 2013-09-05 | 2014-03-12 | 中国水电顾问集团中南勘测设计研究院 | Composite material dam |
-
2013
- 2013-09-05 CN CN2013103995017A patent/CN103437326A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2089023U (en) * | 1990-09-22 | 1991-11-20 | 刘崇选 | Dam with concrete outer casing |
| RU2005125C1 (en) * | 1991-07-09 | 1993-12-30 | Нижегородский архитектурно-строительный институт | Combination-type dam on rock base |
| KR100714436B1 (en) * | 2006-09-29 | 2007-05-04 | 주식회사 삼안 | Cover stone structure of fill dam |
| CN101718086A (en) * | 2009-11-05 | 2010-06-02 | 河海大学 | Concrete-enrockment mixed dam and construction method thereof |
| 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 |
| CN203475394U (en) * | 2013-09-05 | 2014-03-12 | 中国水电顾问集团中南勘测设计研究院 | Composite material dam |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104402352A (en) * | 2014-10-23 | 2015-03-11 | 长江水利委员会长江科学院 | Four-graded roller compacted concrete suitable for water power hydraulic engineering and preparation method thereof |
| CN107447731A (en) * | 2017-07-28 | 2017-12-08 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of mixed dam and its construction method |
| CN107447731B (en) * | 2017-07-28 | 2019-09-03 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of mixed dam and its construction method |
| CN110886274A (en) * | 2019-11-21 | 2020-03-17 | 贵州水务建设工程有限公司 | Self-compacting rock-fill concrete gravity dam body structure and construction method thereof |
| CN111535323A (en) * | 2020-04-26 | 2020-08-14 | 中电建十一局工程有限公司 | Full-section quasi-tertiary matching long-age roller compacted concrete construction method |
| CN111535323B (en) * | 2020-04-26 | 2022-04-01 | 中电建十一局工程有限公司 | Full-section quasi-tertiary matching long-age roller compacted concrete construction method |
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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: ZHONGNAN PROSPECTING DESIGN INST. CHINA HYDRAUELECTRIC CONSULTANT GROUP TO: HYDROCHINA ZHONGNAN ENGINEERING CORPORATION Free format text: CORRECT: APPLICANT; FROM: HYDROCHINA ZHONGNAN ENGINEERING CORPORATION TO: CHINA POWER GROUP ZHONGNAN INVESTIGATION DESIGN + RESEARCH INSTITUTE CO., LTD. |
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Application publication date: 20131211 |