CN104099903A - High-base asphalt concrete core wall dam - Google Patents
High-base asphalt concrete core wall dam Download PDFInfo
- Publication number
- CN104099903A CN104099903A CN201410326190.6A CN201410326190A CN104099903A CN 104099903 A CN104099903 A CN 104099903A CN 201410326190 A CN201410326190 A CN 201410326190A CN 104099903 A CN104099903 A CN 104099903A
- Authority
- CN
- China
- Prior art keywords
- wall
- dam
- core
- base
- district
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Revetment (AREA)
Abstract
The invention relates to a high-base asphalt concrete core wall dam. The high-base asphalt concrete core wall dam is characterized by comprising a high base, a core wall, a base of an anti-seepage asphalt concrete wall, two first transition areas, second transition areas, a first stone stacking area, a second stone stacking area, a riverbed low-compression material area and an anti-wave wall. The core wall is arranged on the base of the anti-seepage asphalt concrete wall, the base of the anti-seepage asphalt concrete wall is arranged on the high base, and the anti-wave wall is arranged at the top of the core wall; the first transition areas are respectively arranged on the upstream side and downstream side of the core wall and are tightly fitted to the core wall; the second transition areas are arranged on the outer sides of the two first transition areas; the heights of the first and second transition areas are the same as the height of the core wall; the height of the high base is larger than 10cm. Advantages and comprehensive superiority of the asphalt concrete, high base, low-compression material and stacked stone material are played completely, the problem of the feasibility of the high-base asphalt concrete core wall dam with narrow lower portion and wider upper portion is solved technically, and reliability, durability, anti-seismic performance and safety of a dam anti-seepage structure can be improved significantly.
Description
Technical field
The present invention relates to a kind of high-base asphalt concrete core dam, belong to water power hydraulic engineering hydraulic structure technical field.
Background technology
Along with water power implementation, in the abundant southwest of hydraulic power potentials, the Northwest, large quantities of high dams are built, building or yet to be built.Earth and rockfill dam is modal a kind of dam type during current dam work is built, and is also a kind of dam type with fastest developing speed, accounts for the more than 95% of built dam sum.The earth and rockfill dam that whole world height of dam surpasses 15m has more than 29000, and wherein China has more than 15000, mainly comprises homogeneous earth dam, core wall dam and Concrete Face Rockfill Dam etc.
Soil property antiseepage loose rock dam are in the development of China early than concrete face rockfill dam, and Quantity is also many compared with concrete face rockfill dam.The most heights of dam of soil property antiseepage loose rock dam of building before the seventies in last century are not more than 80m.Until Gansu Bi Kou, two, stone river, Shaanxi earth and rockfill dam in succession built up and put into operation the beginning of the eighties at the end of the seventies in last century, make soil property antiseepage loose rock dam height of dam break through at home 100m(green mouthful of height of dam 101.8m, stone river height of dam 104m).Thereafter building up the soil property antiseepage loose rock dam that the height of dam putting into operation is greater than 100m has: Yunnan Lubuge Weathered Material core wall dam, height of dam 103.8m; Heihe River Shaanxi Province Jinpen reservoir, height of dam 130m; Xiaolangdi sloping core earth and rockfill dam, height of dam 167m; Mianyang, Sichuan buffalo man power station core wall rockfill dam, height of dam 108m; Power station, lion level ground, Sichuan gravelly soil core wall rockfill dam, height of dam 136m; Its extra large core wall rockfill dam of the proper cloth in Xinjiang, height of dam 125m.The domestic soil property antiseepage loose rock dam height of dam building has reached 200m～250m level, Pubugou Hydropower Station core wall rockfill dam height of dam 186m, glutinous Zha Du power station core wall rockfill dam height of dam 261.5m.The core wall rockfill dam engineering that the height of dam that designs at present (can, can grind in advance) is greater than 200m mainly contains two Jiangkous (height of dam 332m, can grind), two river mouths (height of dam 270m, can grind), Miao Jia dam (height of dam 263m, this scheme only completes in advance and can grind, now adopt weir development plan, concrete face rockfill dam height of dam 110m), the engineering such as dam, long river (height of dam 238m, can grind).
Asphaltic concrete core wall loose rock dam are along with the development of construction equipment and checkout equipment in recent years, the raising of asphalt quality, the further investigation of hydraulic asphalt concrete technology, asphalt concrete seepage prevention technology has a great development, but all cannot reach the high asphaltic concrete core wall loose rock dam of 200m level.The safety issue of the high asphaltic concrete core wall loose rock dam of dam work bound pair, main existence worried below: (1) can not correct Prediction high asphaltic concrete core wall loose rock dam dam settlement and the sedimentation concrete cut of core-wall distortion, stress, pitch core-wall and bottom or the draw bail form of pedestal and the requirement to core-wall material that cause.(2) whether existing laboratory facilities adopt material for scale model, can the high asphaltic concrete core wall loose rock dam of correct Prediction dam permeation stability problem and the physico-mechanical properties of dam material.(3), due to the existence of above-mentioned uncertain factor, whether asphalt concrete material and the form of structure of high resistance to extruding, high cracking resistance can be proposed.
If the distortion of the high asphaltic concrete core wall loose rock dam of 200m level of planning to build is, the amount of deflection of core-wall and magnitude of stress reach the degree of 150m level asphaltic concrete core wall loose rock dam, can also Wei Ba work circle accept, also just solved the technical bottleneck of the high asphaltic concrete core wall loose rock dam of 200m level.
Summary of the invention
The object of the invention is to propose a kind of high-base asphalt concrete core dam (hereinafter to be referred as high-base core wall dam), overcome the technical barrier of the high asphaltic concrete core wall loose rock dam of 200m level, give full play to advantage separately and the comprehensive advantage of bituminous concrete, high-base, low compression material and stockpile, solve technically that bottom is narrow, the feasibility problem of the high asphaltic concrete core wall loose rock dam of top broad valley, and can obviously strengthen dam body seepage reliability of structure, durability, shock resistance and safety.
Technical scheme of the present invention is: high-base asphalt concrete core dam, it is characterized in that: it is comprised of pedestal, core-wall, transition 1st district, transition 2nd district, enrockment 1st district, enrockment 2nd district, low compression material district, riverbed and the wave wall of high-base, asphalt concrete seepage prevention wall, core-wall is arranged on the pedestal of asphalt concrete seepage prevention wall, the pedestal of asphalt concrete seepage prevention wall is arranged on high-base, core-wall top, dam crest place is provided with wave wall; Two transition 1st districts are separately positioned on upstream side and the downstream of core-wall and are close to core-wall; In two transition, 1 outside, district, be provided with transition 2nd district; Transition 1st district, transition 2nd district equate with core-wall height; Described high-base height is more than 10m.
Described core-wall is asphaltic concrete core wall; Described high-base is C
9015, C
9020 or C
18015 conventional concrete wall.
The ratio of the height of dam H of described high-base height h and high-base core wall dam is 0.1～0.4.
Described upstream side and downstream are inclined-plane form.
The cross section of described high-base is up-narrow and down-wide trapezoidal, upper wide be 6～10 meters, the gradient is 1:0.1～1:0.5.
Under the upstream side of described high-base and the dam foundation in downstream, be provided with low compression material district, riverbed, low compression material district, described riverbed is filled with low compression material.
Upstream side transition 2 outsides, district of described core-wall are also provided with enrockment 1st district, and downstream transition 2 outsides, district of core-wall are disposed with enrockment 2nd district, enrockment 1st district.
The dam slope of described upstream side is 1:m, m=1.8～2.5; The dam slope slope in downstream is than being 1:n, n=1.6～2.5;
Described enrockment 1st district, core-wall downstream and the subregion gradient in enrockment 2nd district are 1:k, k=0.5～1.5.
The high-base core wall dam that the present invention proposes, its advantage is: adopt pedestal, high-base, low compression material and the enrockment of asphaltic concrete core wall, asphalt concrete seepage prevention wall to be combined into a kind of novel water retaining structure.The pedestal of asphaltic concrete core wall, asphalt concrete seepage prevention wall, high-base and curtain grouting are antiseepage body (curtain grouting of high-base bottom).The high-base core wall dam that the present invention proposes, can be so that the stress of the high pitch core wall rockfill dam of 200m level, the distortion of the syndeton of sedimentation and core-wall and base etc. safety indexes, meet existing < < Bituminous concrete facing of earth-rock dam and core-wall design specifications > > (DL/T5411-2009, SL501-2010) requirement, make the high pitch core wall rockfill dam of 200m level feasible technically, and the satisfied economy requirement that makes full use of local material (stockpile), there is good society, economy and ecological benefits.The present invention adopts that the distortion of low compression material is little, space is little, sedimentation is little, can reduce dam deformation, improves heart wall stress.
Below in conjunction with embodiment and embodiment accompanying drawing, the present invention will be further described.
Accompanying drawing explanation
Fig. 1 is the schematic cross-sectional view of high-base core wall dam of the present invention;
Fig. 2 be high-base core wall dam of the present invention along the axis of dam (core-wall center line) sectional schematic diagram.
In figure: 1, enrockment 1st district; 2, enrockment 2nd district; 3, core-wall; 4, transition 1st district; 5, transition 2nd district; 6, wave wall; 7, the low compression material in riverbed district (not containing high-base); 8, high-base; 9, curtain grouting, 10, consolidation grouting; 11, the pedestal of asphalt concrete seepage prevention wall; 12, normal pool level; 13, level of dead water; 14, the dam foundation; 15, the axis of dam; 16, wave wall crest level; 17, crest elevation; 18, seepage proof curtain bottom range; 19, irrigation gallery; 20, original place upper thread; 21, upstream side; 22, downstream; 23, dam abutment; 24, the dam foundation; H is the height of dam of high-base core wall dam, and h is the height of high-base, and m is high-base core wall dam upstream dam slope slope ratio, and n is dam slope slope, high-base core wall dam downstream ratio, and k is enrockment 1st district, core-wall downstream and slope, the line of demarcation ratio in enrockment 2nd district, and t is high-base excavation of foundation pit slope ratio.
The specific embodiment
Embodiment 1
High-base asphalt concrete core dam is comprised of pedestal 11, transition 1 district 4, transition 2 districts 5, enrockment 1 district 1, enrockment 2 districts 2, low compression material district 7, riverbed and the wave wall 6 of high-base 8, core-wall 3, asphalt concrete seepage prevention wall, core-wall 3 is arranged on the pedestal 11 of asphalt concrete seepage prevention wall, the pedestal 11 of asphalt concrete seepage prevention wall is arranged on high-base 8, core-wall 3 tops, dam crest place is provided with wave wall 6; Two transition 1 districts 4 are separately positioned on upstream side 21 and the downstream 22 of core-wall 3 and are close to core-wall 3; In 4 outsides, two transition, 1st district, be provided with transition 2 districts 5; Transition 1 district 4, transition 2 districts 5 highly equate with core-wall 3; Described high-base 8 height are more than 10m.
Embodiment 2
As depicted in figs. 1 and 2, high-base asphalt concrete core dam is comprised of pedestal 11, transition 1 district 4, transition 2 districts 5, enrockment 1 district 1, enrockment 2 districts 2, low compression material district 7, riverbed and the wave wall 6 of high-base 8, core-wall 3, asphalt concrete seepage prevention wall, core-wall 3 is arranged on the pedestal 11 of asphalt concrete seepage prevention wall, the pedestal 11 of asphalt concrete seepage prevention wall is arranged on high-base 8, core-wall 3 tops, dam crest place is provided with wave wall 6; Two transition 1 districts 4 are separately positioned on upstream side 21 and the downstream 22 of core-wall 3 and are close to core-wall 3; In 4 outsides, two transition, 1st district, be provided with transition 2 districts 5; Transition 1 district 4, transition 2 districts 5 highly equate with core-wall 3, and transition region is subject to the protection of dam shell; Described high-base 8 height are more than 10m.Described core-wall 3 is asphaltic concrete core wall; Described high-base 8 is C
9015, C
9020 or C
18015 conventional concrete wall.The ratio of the height of dam H of described high-base 8 height h and high-base core wall dam is 0.1～0.4, the smaller the better, and determines according to engineering is actual.The height of dam H of high-base core wall dam comprises: the height between the pedestal 11 of high-base 8, asphalt concrete seepage prevention wall, core-wall 3 and core-wall 3 and dam crest.Described upstream side 21 and downstream 22 are inclined-plane form; The dam slope of described upstream side is 1:m, m=1.8～2.5; The dam slope slope ratio in downstream is 1:n, n=1.6～2.5, and determine according to engineering is actual; The cross section of described high-base 8 is up-narrow and down-wide trapezoidal, upper wide be 6～10 meters, the gradient is 1:0.1～1:0.5.The described upstream side of high-base 8 and the dam foundation in downstream are provided with low compression material district, riverbed 7 for 14 times, and low compression material district, described riverbed 7 is filled with low compression material; 5 outsides, upstream side transition 2nd district of described core-wall 3 are also provided with enrockment 1 district 1, and 5 outsides, downstream transition 2nd district of core-wall 3 are disposed with enrockment 2 districts 2, enrockment 1 district 1; Described core-wall downstream enrockment 1 district 1 is 1:k with the subregion gradient in enrockment 2 districts 2, k=0.5～1.5, and determine according to engineering is actual, it is best generally selecting k=1.0.
The elevation that the upstream and downstream foundation ditch of high-base 8 adopts low compression material district, riverbed 7 to be backfilled to before dam foundation excavation.The bottom basement rock of high-base 8 adopts consolidation grouting 10 and curtain grouting 9 to process.
High-base 8 excavation of foundation pit slopes are than being 1:t, and t determines according to dam foundation basic condition.
Above-mentioned parameter must meet the requirement of existing < < Bituminous concrete facing of earth-rock dam and core-wall design specifications > > (DL/T5411-2009, SL501-2010).
The high-base core wall dam that the present invention proposes, adopts asphaltic concrete core wall 3, pedestal 11, concrete high-base 8 and curtain grouting 9 as leakage preventing structure.Concrete high-base 8 is according to design of gravity dam, and design standard is observed the relevant regulations of < < concrete gravity dam design specifications > > (L5108-1999, SL319-2005).The interior irrigation gallery 19 that arranges of concrete high-base 8 is implemented curtain grouting 9 in dam embankment process, has improved work efficiency, has reduced construction and has disturbed, and has saved the duration.The height of concrete high-base 8, according to reducing the stress of asphaltic concrete core wall 3, the magnitude that is deformed into 150m level asphalt concrete core dam is determined; The existence of concrete high-base 8, can effectively reduce stress and the distortion of asphaltic concrete core wall 3.The structure of the pedestal 11 of asphaltic concrete core wall 3 and asphalt concrete seepage prevention wall and water-stopping structure thereof and material are selected according to the requirement of 150m level asphalt concrete core dam.
The high-base core wall dam that the present invention proposes, transition 1 district 4 and (or) transition 2 districts 5, enrockment 1 district 1, enrockment 2 districts 2 all can adopt rockfill materials to fill, and comprise built-up area excavated material, stock ground piece building stones and stock ground sand gravel material etc.The selection of stockpile must meet the related request of < < rolling earth-rock dam design specifications > > (DL/T5395-2007, SL274-2001).Above-mentioned material district can make full use of the excavated material of building, reduces the area of rejected material and slag field, reduces the impact of dam construction on environment, reduces construction costs, improves the economic indicator of dam body and hinge, has good economy, society and environmental ecological benefit.
The high-base core wall dam that the present invention proposes, at deep trouth position, bottom, river valley, adopts reliable ordinary concrete to build and forms high pedestal 8, to reduce the height of asphaltic concrete core wall 3, and reduces the stress deformation value of asphaltic concrete core wall 3.The excavation pit that high pedestal 8 constructions need adopts riverbed low compression material district 7 backfills.Low compression material district 7 can adopt a kind of low compression material, such as the Transition Materials in conventional design or its modified materials, dry lean concrete material, roller-compacting concrete material, modification sand gravel material etc., above-mentioned material all belongs to industry known technology, is not just described in detail here.Riverbed low compression material district 7(is not containing high-base), select as far as possible the material that in above-mentioned material, construction is simple, cost is low.In addition, the low compression material in riverbed district 7(is containing high-base) can help high pedestal 8 to meet the requirement of related specifications and stress stable to it.The low compression material of high pedestal 8 and riverbed district 7(is containing high-base) employing, can reduce distortion, the stress of dam body and core-wall, reach the standard of 150m level asphalt concrete core dam, make 200m level asphalt concrete core dam technical feasibility, economic security, 200m level asphaltic concrete core wall can be accepted by people.And prior art is to adopt enrockment filling, there is space large, the shortcoming such as distortion is large, and sedimentation is large.
Dam structure in Fig. 1,2, must check dam body settlement, distortion, stress and core-wall amount of deflection and stress, displacement etc., meet the regulation of < < Bituminous concrete facing of earth-rock dam and core-wall design specifications > > (DL/T5411-2009, SL501-2010); Must check the stress of high pedestal and stablize, meeting the relevant regulations of < < concrete gravity dam design specifications > > (L5108-1999, SL319-2005); Must check the dam body Ge Liao district osmotic stability of (comprising low compression solid area).
High pedestal concrete in Fig. 1,2, adopts ordinary concrete to build.Riverbed low compression material district 7(is not containing high-base) employing compaction type construction method.Various stockpiles adopt the construction method construction of loose rock dam stockpile.
Construction sequence: construction lofting, determine the position of the axis of dam 15.Dam abutment 23 and the dam foundation 24 excavations, the foundation excavation of high pedestal.Minute two parts are built high pedestal 8, first build high pedestal 8 one decks, and then construction consolidation grouting 10 continues to build the high pedestal 8 of remainder.The low compression material that fills the low compression material district 7 of high pedestal 8 both sides reaches original place upper thread 20, meanwhile, the pedestal 11 of construction asphalt concrete seepage prevention wall, construction enrockment 1 district 1, enrockment 2 districts 2, same high with the pedestal 11 of asphalt concrete seepage prevention wall.Construction in layer core-wall 3, transition 1 district 4, transition 2 districts 5, the elevation in Dai Zhesange district is during higher than the construction layer height in enrockment 1 district 1, enrockment 2 districts 2, construction enrockment 1 district 1, enrockment 2 districts 2, with core-wall 3, transition 1 district 4, transition 2 districts 5 with high.Repeat above-mentioned sequence of construction, until core-wall 3, transition 1 district 4, transition 2 districts 5, enrockment 1 district 1, enrockment 2 districts 2 are constructed to design altitude.In core-wall 3, transition 1 district 4, transition 2 districts 5, enrockment 1 district 1, enrockment 2 district's 2 work progresss, construction curtain grouting 9 is to seepage proof curtain bottom range 18.Construction wave wall 6 reaches wave wall crest level 16 and dam crest reaches crest elevation 17.After above-mentioned construction completes, reservoir filling arrives level of dead water 13, continues retaining to normal pool level 12.
Table 1 is the Contrast on effect table of the present invention and prior art:
As seen from the table, the high-base core wall dam that the present invention proposes, can be so that distortion of stress, sedimentation and the core-wall of the high pitch core wall rockfill dam of 200m level and the syndeton of base etc. safety indexes strengthens dam body seepage reliability of structure, durability, shock resistance and safety.
The parts that the present embodiment does not describe in detail and structure &processes all belong to well-known components and common structure and the conventional means of the industry, here not narration one by one.
Claims (9)
1. high-base asphalt concrete core dam, it is characterized in that: it is comprised of pedestal (11), transition 1st district (4), transition 2nd district (5), enrockment 1st district (1), enrockment 2nd district (2), low compression material district, riverbed (7) and the wave wall (6) of high-base (8), core-wall (3), asphalt concrete seepage prevention wall, core-wall (3) is arranged on the pedestal (11) of asphalt concrete seepage prevention wall, the pedestal of asphalt concrete seepage prevention wall (11) is arranged on high-base (8), core-wall (3) top, dam crest place is provided with wave wall (6); Two transition 1st districts (4) are separately positioned on the upstream side (21) of core-wall (3) and downstream (22) and are close to core-wall (3); In outside, two transition 1st districts (4), be provided with transition 2nd district (5); Transition 1st district (4), transition 2nd district (5) highly equate with core-wall (3); Described high-base (8) height is more than 10m.
2. high-base asphalt concrete core dam according to claim 1, is characterized in that: described core-wall (3) is asphaltic concrete core wall; Described high-base (8) is C
9015, C
9020 or C
18015 conventional concrete wall.
3. high-base asphalt concrete core dam according to claim 1, is characterized in that: the ratio of the height of dam H of described high-base (8) height h and high-base core wall dam is 0.1～0.4.
4. high-base asphalt concrete core dam according to claim 1, is characterized in that: described upstream side (21) and downstream (22) are inclined-plane form.
5. high-base asphalt concrete core dam according to claim 1, is characterized in that: the cross section of described high-base (8) is up-narrow and down-wide trapezoidal, upper wide be 6～10 meters, the gradient is 1:0.1～1:0.5.
6. high-base asphalt concrete core dam according to claim 1, it is characterized in that: between the upstream side of described high-base (8) and downstream and the dam foundation (14), be provided with low compression material district, riverbed (7), low compression material district, described riverbed (7) is filled with low compression material.
7. high-base asphalt concrete core dam according to claim 1, it is characterized in that: the outside, upstream side transition 2nd district (5) of described core-wall (3) is also provided with enrockment 1st district (1), the outside, downstream transition 2nd district (5) of core-wall (3) is disposed with enrockment 2nd district (2), enrockment 1st district (1).
8. high-base asphalt concrete core dam according to claim 4, is characterized in that: the dam slope of described upstream side is 1:m, m=1.8～2.5; The dam slope slope in downstream is than being 1:n, n=1.6～2.5.
9. high-base asphalt concrete core dam according to claim 7, is characterized in that: described enrockment 1st district, core-wall downstream (1) is 1:k with the subregion gradient in enrockment 2nd district (2), k=0.5～1.5.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410326190.6A CN104099903B (en) | 2014-07-10 | 2014-07-10 | High-base asphalt concrete core dam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410326190.6A CN104099903B (en) | 2014-07-10 | 2014-07-10 | High-base asphalt concrete core dam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104099903A true CN104099903A (en) | 2014-10-15 |
| CN104099903B CN104099903B (en) | 2016-05-25 |
Family
ID=51668419
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410326190.6A Active CN104099903B (en) | 2014-07-10 | 2014-07-10 | High-base asphalt concrete core dam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104099903B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105239535A (en) * | 2015-10-09 | 2016-01-13 | 中国电建集团成都勘测设计研究院有限公司 | Asphalt core wall base and construction method thereof |
| CN107338770A (en) * | 2017-08-17 | 2017-11-10 | 重庆交通大学 | The combination dam type and its method of construction of a kind of asphalt concrete core dam and concrete gravity dam |
| CN108193649A (en) * | 2018-03-19 | 2018-06-22 | 黄河勘测规划设计有限公司 | Core-wall homogeneous dam |
| CN110939104A (en) * | 2019-12-27 | 2020-03-31 | 中水北方勘测设计研究有限责任公司 | Mixed seepage-proofing dam |
| CN113338229A (en) * | 2021-06-30 | 2021-09-03 | 长江水利委员会长江科学院 | ECC core wall rock-fill dam and construction method |
| CN116716852A (en) * | 2023-08-02 | 2023-09-08 | 中水君信工程勘察设计有限公司 | Partition structure of asphalt concrete core wall rock-fill dam |
| CN117569263A (en) * | 2024-01-16 | 2024-02-20 | 中水君信工程勘察设计有限公司 | Dam impervious wall and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1546542A1 (en) * | 1988-01-06 | 1990-02-28 | Всесоюзный научно-исследовательский институт гидротехники им.Б.Е.Веденеева | Earth dam |
| CN202482830U (en) * | 2011-12-02 | 2012-10-10 | 中国水电顾问集团贵阳勘测设计研究院 | A high roller compacted concrete anti-seepage dam with the height of over 200 m |
| CN102995608A (en) * | 2012-12-14 | 2013-03-27 | 中国水电顾问集团成都勘测设计研究院 | Soil-core-wall rock-fill dam and construction method thereof |
| CN203546678U (en) * | 2013-10-14 | 2014-04-16 | 中国水电顾问集团贵阳勘测设计研究院 | Asphalt concrete core-wall rockfill dam structure |
| CN103741694A (en) * | 2013-12-25 | 2014-04-23 | 长江勘测规划设计研究有限责任公司 | Method for controlling leakage of grouting treatment vertical type asphalt concrete core wall earth-rock dam |
-
2014
- 2014-07-10 CN CN201410326190.6A patent/CN104099903B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1546542A1 (en) * | 1988-01-06 | 1990-02-28 | Всесоюзный научно-исследовательский институт гидротехники им.Б.Е.Веденеева | Earth dam |
| CN202482830U (en) * | 2011-12-02 | 2012-10-10 | 中国水电顾问集团贵阳勘测设计研究院 | A high roller compacted concrete anti-seepage dam with the height of over 200 m |
| CN102995608A (en) * | 2012-12-14 | 2013-03-27 | 中国水电顾问集团成都勘测设计研究院 | Soil-core-wall rock-fill dam and construction method thereof |
| CN203546678U (en) * | 2013-10-14 | 2014-04-16 | 中国水电顾问集团贵阳勘测设计研究院 | Asphalt concrete core-wall rockfill dam structure |
| CN103741694A (en) * | 2013-12-25 | 2014-04-23 | 长江勘测规划设计研究有限责任公司 | Method for controlling leakage of grouting treatment vertical type asphalt concrete core wall earth-rock dam |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105239535A (en) * | 2015-10-09 | 2016-01-13 | 中国电建集团成都勘测设计研究院有限公司 | Asphalt core wall base and construction method thereof |
| CN107338770A (en) * | 2017-08-17 | 2017-11-10 | 重庆交通大学 | The combination dam type and its method of construction of a kind of asphalt concrete core dam and concrete gravity dam |
| CN107338770B (en) * | 2017-08-17 | 2020-05-01 | 重庆交通大学 | Combined dam shape of asphalt concrete core wall dam and concrete gravity dam and construction method thereof |
| CN108193649A (en) * | 2018-03-19 | 2018-06-22 | 黄河勘测规划设计有限公司 | Core-wall homogeneous dam |
| CN108193649B (en) * | 2018-03-19 | 2023-11-03 | 黄河勘测规划设计研究院有限公司 | Core wall homogenizing dam |
| CN110939104A (en) * | 2019-12-27 | 2020-03-31 | 中水北方勘测设计研究有限责任公司 | Mixed seepage-proofing dam |
| CN113338229A (en) * | 2021-06-30 | 2021-09-03 | 长江水利委员会长江科学院 | ECC core wall rock-fill dam and construction method |
| CN116716852A (en) * | 2023-08-02 | 2023-09-08 | 中水君信工程勘察设计有限公司 | Partition structure of asphalt concrete core wall rock-fill dam |
| CN117569263A (en) * | 2024-01-16 | 2024-02-20 | 中水君信工程勘察设计有限公司 | Dam impervious wall and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104099903B (en) | 2016-05-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104099903B (en) | High-base asphalt concrete core dam | |
| CN104120686B (en) | A kind of high-elastic die-cushion A seating compound dam | |
| CN106284215B (en) | A kind of mixed dam | |
| CN105297685B (en) | A kind of pedestal CFRD and its construction method | |
| CN205134283U (en) | Base concrete panel rock -fill dam | |
| CN106120662B (en) | A kind of part high-modulus rock-faced dam dam | |
| CN102966072B (en) | Construction method for treating widened and heightened engineering joint surfaces of dikes on soft clay foundation | |
| CN105926633A (en) | Method for protecting surrounding soil or building in foundation pit construction | |
| CN101598028A (en) | Lining structure for super large section water-rich loess tunnel of high-speed railroad | |
| CN110080166A (en) | A kind of soil engineering bag dam reinforcement method | |
| CN109024458A (en) | A kind of coal mine subsidence land landscape revetment and the construction method of water-bed antiseepage | |
| CN103397617A (en) | Extrusion-wall type geomembrane-faced rockfill dam | |
| CN205934862U (en) | Local high -modulus enrockment concrete -faced rockfill dam structure | |
| CN204690805U (en) | A kind of shield tunnel continuous beam type float Structure | |
| CN107338770B (en) | Combined dam shape of asphalt concrete core wall dam and concrete gravity dam and construction method thereof | |
| CN107761668A (en) | A kind of strand Bin Ku makes ground type bank protection structure and its construction process | |
| CN206418517U (en) | A kind of prefabricated anchor foundation for frozen soil foundation | |
| CN203821306U (en) | Flexible anti-scour protection pad | |
| CN208201773U (en) | A kind of Novel tailing filling fabricform damming device | |
| CN102587329A (en) | Arched combined faceplate for earth-rock dam and construction method thereof | |
| CN113279374B (en) | Rock-fill dam top earthquake-resistant wave-proof structure and construction method | |
| CN202899090U (en) | Circular-arc-shaped concrete core wall earth and rockfill dam | |
| CN205934861U (en) | Mix dam structure | |
| CN210459099U (en) | Seawall structure on soft soil foundation | |
| CN208279959U (en) | Pile formula barricade embankment |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |