CN203546678U - Asphalt concrete core-wall rockfill dam structure - Google Patents
Asphalt concrete core-wall rockfill dam structure Download PDFInfo
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- CN203546678U CN203546678U CN201320633093.2U CN201320633093U CN203546678U CN 203546678 U CN203546678 U CN 203546678U CN 201320633093 U CN201320633093 U CN 201320633093U CN 203546678 U CN203546678 U CN 203546678U
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- 239000011384 asphalt concrete Substances 0.000 title abstract description 15
- 239000004567 concrete Substances 0.000 claims abstract description 116
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 36
- 230000007704 transition Effects 0.000 claims abstract description 25
- 239000000463 material Substances 0.000 claims abstract description 24
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 23
- 229910052802 copper Inorganic materials 0.000 claims description 5
- 239000010949 copper Substances 0.000 claims description 5
- 238000007789 sealing Methods 0.000 claims description 5
- RYGMFSIKBFXOCR-UHFFFAOYSA-N Copper Chemical compound [Cu] RYGMFSIKBFXOCR-UHFFFAOYSA-N 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 abstract description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 238000013329 compounding Methods 0.000 abstract 1
- 239000011435 rock Substances 0.000 description 15
- 239000010410 layer Substances 0.000 description 8
- 238000009412 basement excavation Methods 0.000 description 4
- 230000008901 benefit Effects 0.000 description 4
- 241001504664 Crossocheilus latius Species 0.000 description 3
- 238000010276 construction Methods 0.000 description 3
- 239000000203 mixture Substances 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 239000010426 asphalt Substances 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000001680 brushing effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 230000002860 competitive effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000003203 everyday effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000010438 heat treatment Methods 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Abstract
The utility model discloses an asphalt concrete core-wall rockfill dam structure, which comprises an asphalt concrete core wall, a normal concrete anti-seepage body, an upstream transition material body, a downstream transition material body, an upstream rockfill body, a downstream rockfill body and a base concrete body, wherein the base concrete body, the normal concrete anti-seepage body and the asphalt concrete core wall form a main anti-seepage body. The asphalt concrete core-wall rockfill dam structure has the beneficial effects that the main anti-seepage body is formed by compounding normal concrete and asphalt concrete in an anti-seepage way, so that the limitation that a high asphalt concrete core-wall rockfill dam cannot be constructed to a height of 200m under the influence of larger horizontal displacement is broken through; the normal concrete anti-seepage body is arranged at the bottom of the asphalt concrete core-wall rockfill dam structure, and is a rigid body which cannot be horizontally displaced relatively, the asphalt concrete core wall is arranged on the upper part of the asphalt concrete core-wall rockfill dam structure, and the horizontal displacement of the whole dam body is controlled within a range to which the asphalt concrete core wall can be adapted, so that the problem of excessively large deformation of the high asphalt concrete rockfill dam with a height of more than 130m is solved.
Description
Technical field
The utility model relates to a kind of asphaltic concrete core wall rock-fill dam structure, and particularly asphaltic concrete core wall rock-fill dam structure more than a kind of 130m level, belongs to Hydraulic and Hydro-Power Engineering technical field.
Background technology
World's dam construction technique development is in recent years very fast, has developed at present 300m level Clay Core Wall Rockfill Dam, the arched concrete dam of 300m level, 300m level concrete gravity dam, 200m level rock.For further developing the western abundant hydraulic power potentials of China, western terrain has the high dam of a collection of 200m level yet to be built, wherein much exist traffic very inconvenient, the material such as cement and steel haul distance is far away, therefore loose rock dam have advantages of strong adaptability and reduced investment, but because locality lacks impermeable soil, it is large that native core wall rockfill dam is built difficulty.Therefore, two kinds of dam types that asphaltic concrete core wall and Concrete Face Rockfill Dam are very competitive, and rock is because the excavation of toe board body is large, therefore technology and the investment for high slope treatment all brought a lot of uncertain factors, and asphaltic concrete core wall loose rock dam excavation scope little, therefore relatively rock has advantage.Therefore, asphaltic concrete core wall loose rock dam more can adapt to these terrains compared with Concrete Face Rockfill Dam.But high asphaltic concrete core wall loose rock dam more than design and construction 130m level are mainly to worry that dam body hydraulic thrust increases at present, can produce larger horizontal movement, affect asphaltic concrete core wall safety, worry core-wall because the excessive generation hydraulic fracture of distortion, therefore reducing the horizontal movement that hydraulic thrust causes is the key technical problem of the above asphaltic concrete core wall enrockment of 130m level.
Summary of the invention
The purpose of this utility model is to provide a kind of asphaltic concrete core wall rock-fill dam structure, overcomes the deficiencies in the prior art, can solve the above high asphalt concrete stone dam of 130m level and be out of shape excessive problem, reduces.
The purpose of this utility model is achieved through the following technical solutions: a kind of asphaltic concrete core wall rock-fill dam structure, it comprises asphaltic concrete core wall, normal concrete antiseepage body, upstream transition material body, downstream Transition Materials body, upstream rockfill, downstream rockfill and pedestal concrete bodies, wherein, pedestal concrete bodies is positioned on Ba Dibianpo, normal concrete antiseepage body is positioned on pedestal concrete bodies, asphaltic concrete core wall is positioned on pedestal concrete bodies, pedestal concrete bodies, normal concrete antiseepage body and asphaltic concrete core wall form main antiseepage body, one side of main antiseepage body is upstream side, opposite side is downstream, upstream transition material body and upstream rockfill are distributed in the upstream side of main antiseepage body from inside to outside successively, downstream Transition Materials body and downstream rockfill are distributed in the upstream side of main antiseepage body from inside to outside successively.
In described pedestal concrete bodies, be provided with dam grouting gallery.
The width at described normal concrete antiseepage body top is greater than 3m.
Between described normal concrete antiseepage body and upstream transition material body, be provided with bitumastic layer.
Between described asphaltic concrete core wall and normal concrete antiseepage body, arrange the copper sheet sealing of 1～2 layer.
The beneficial effects of the utility model are: adopt the antiseepage body being composited by normal concrete and asphalt concrete seepage prevention, broken through the limitation that high asphaltic concrete core wall loose rock dam are subject to horizontal movement can not build 200m level height of dam compared with large impact, its bottom is normal concrete antiseepage body, for relatively not producing the rigid body of horizontal movement, top is asphaltic concrete core wall, the control of horizontal displacement of whole dam body, in the adaptable scope of asphaltic concrete core wall, is out of shape to excessive problem thereby solved the above high asphalt concrete stone dam of 130m level.
Accompanying drawing explanation
Fig. 1 is structural representation of the present utility model.
Wherein, 1-asphaltic concrete core wall, 2-normal concrete antiseepage body, 3-upstream transition material body, 4-downstream Transition Materials body, 5-upstream rockfill, 6-downstream rockfill, 7-pedestal concrete bodies, 8-Ba Dibianpo, 9-bitumastic layer, 10-copper sheet sealing, 11-dam grouting gallery.
The specific embodiment
Below in conjunction with accompanying drawing, further describe the technical solution of the utility model, but described in claimed scope is not limited to.
As Fig. 1, a kind of asphaltic concrete core wall rock-fill dam structure, it comprises asphaltic concrete core wall 1, normal concrete antiseepage body 2, upstream transition material body 3, downstream Transition Materials body 4, upstream rockfill 5, downstream rockfill 6 and pedestal concrete bodies 7, wherein, pedestal concrete bodies 7 is positioned on slope, base, dam 8, normal concrete antiseepage body 2 is positioned on pedestal concrete bodies 7, asphaltic concrete core wall 1 is positioned on pedestal concrete bodies 7, pedestal concrete bodies 7, normal concrete antiseepage body 2 and asphaltic concrete core wall 1 form main antiseepage body, one side of main antiseepage body is upstream side, opposite side is downstream, the slope in upstream side and downstream is than adopting vertical or gentle slope all can, maximum height 60m, upstream transition material body 3 and upstream rockfill 5 are distributed in the upstream side of main antiseepage body from inside to outside successively, downstream Transition Materials body 4 and downstream rockfill 6 are distributed in the upstream side of main antiseepage body from inside to outside successively.
In described pedestal concrete bodies 7, be provided with dam grouting gallery 11.
The width at described normal concrete antiseepage body 2 tops is greater than 3m.
Between described normal concrete antiseepage body 2 and upstream transition material body 3, be provided with bitumastic layer 9.
Between described asphaltic concrete core wall 1 and normal concrete antiseepage body 2, arrange the copper sheet sealing 10 of 1～2 layer.
In the concrete seepage-proofing body that the utility model adopts: concrete normality antiseepage body 2 is preferably formed by C25 grade and above concreting; The pitch of asphaltic concrete core wall 1 is preferably formed by SG70 and above pitch batching; Pedestal concrete bodies 7 is preferably formed by C20 grade and above concreting; Upstream transition body 3, downstream transition body 4, upstream rockfill 5, downstream rockfill 6 build a dam heap building stones preferably adopt middle hard rock more than saturated compressive strength 30MPa to be prepared from.
While building normal concrete antiseepage body 2 and pedestal concrete bodies 7: the first step, the concrete of two kinds of grades is prepared from, wherein concrete anti-seepage body concrete is more than C25 grade, pedestal concrete bodies concrete is more than C20 grade; Second step, is transported to asphaltic concrete core wall loose rock dam normal concrete antiseepage body 2 and pedestal concrete bodies 7 with automobile by above-mentioned concrete, and a minute storehouse piecemeal is built; The 3rd step, concreting to and pre-buried copper sheet sealing 10 during the new contact surface of bituminous concrete, and at external coating bitumastic formation bitumastic layer 10; The 4th step, continues above-mentioned steps, until built.
While building asphaltic concrete core wall 1: the first step, by bituminous concrete aggregate, pitch in mixing building Hybrid Heating mixing, second step, with automobile, above-mentioned bituminous mixture is transported to asphaltic concrete core wall body 1 and is loaded into asphalt paver, every layer of paving thickness 23～25cm of bituminous mixture, bituminous mixture rolls and adopts 1.5t vibrating roller to roll, just grinding temperature is 145 ℃～155 ℃, roll and be set as: first quiet stone roller (friction) is 2 times, and then moving stone roller 10 times, after having rolled, quiet stone roller is received light 2 times again, rolling speed should be controlled at 20～30m/min, the carrying out that two sides and bank slope contact site can not adopt paver to roll manually spread out and put on, simultaneously for guaranteeing that asphaltic concrete core wall interlayer is in conjunction with effect, core-wall construction every day suggestion making is no more than three layers.
When dam body stockpile fills: the first step, by middle hard rock gradating material excavation, form two kinds of material sources, rock mass freshness is placed on downstream stockpile relatively preferably, and rock mass freshness is relatively poor can be used as upstream stockpile; Second step, with automobile, above-mentioned stockpile is transported to respectively to high upstream transition body 3, downstream transition body 4, upstream rockfill 5 and downstream rockfill 6 and adopts bulldozer to pave, bed thickness 80cm, then sprinkles water 15%, adopt the heavy vibrating roller of 25t to roll 8～10 times, meet the requirement of porosity 20～22%; The 3rd step, continues above-mentioned steps, until filled.
Compared with prior art, the main antiseepage body that the utility model adopts is the asphaltic concrete core wall loose rock dam of asphaltic concrete core wall 1 and 2 combinations of normal concrete antiseepage body, the height of normal concrete antiseepage body 2 is controlled in 60m, the above asphaltic concrete core wall height in main antiseepage body top is controlled in 130m, total height of dam is controlled in 200m, and require brushing bitumastic between normal concrete antiseepage body and upstream transition material contact surface, bitumastic maximum ga(u)ge 2cm.For the compatibility of deformation between control concrete and upstream and downstream enrockment and the density of contact surface, be provided with in-between Transition Materials, this kind of normal concrete antiseepage body directly acts on pedestal concrete or bedrock side slope, between concrete and excavation slope, by anchor pole, be connected, so it is more stable to plant the asphaltic concrete core wall rock-fill dam structure of being combined with normal concrete antiseepage body, break through the limitation that high asphaltic concrete core wall loose rock dam are subject to horizontal movement can not build 200m level height of dam compared with large impact, there is significant economic benefit and social benefit.
Claims (5)
1. an asphaltic concrete core wall rock-fill dam structure, it is characterized in that: it comprises asphaltic concrete core wall (1), normal concrete antiseepage body (2), upstream transition material body (3), downstream Transition Materials body (4), upstream rockfill (5), downstream rockfill (6) and pedestal concrete bodies (7), wherein, pedestal concrete bodies (7) is positioned on Ba Dibianpo (8), normal concrete antiseepage body (2) is positioned on pedestal concrete bodies (7), asphaltic concrete core wall (1) is positioned on pedestal concrete bodies (7), pedestal concrete bodies (7), normal concrete antiseepage body (2) and asphaltic concrete core wall (1) form main antiseepage body, one side of main antiseepage body is upstream side, opposite side is downstream, upstream transition material body (3) and upstream rockfill (5) are distributed in the upstream side of main antiseepage body from inside to outside successively, downstream Transition Materials body (4) and downstream rockfill (6) are distributed in the upstream side of main antiseepage body from inside to outside successively.
2. asphaltic concrete core wall rock-fill dam structure according to claim 1, is characterized in that: in described pedestal concrete bodies (7), be provided with dam grouting gallery (11).
3. asphaltic concrete core wall rock-fill dam structure according to claim 1, is characterized in that: the width at described normal concrete antiseepage body (2) top is greater than 3m.
4. asphaltic concrete core wall rock-fill dam structure according to claim 1, is characterized in that: between described normal concrete antiseepage body (2) and upstream transition material body (3), be provided with bitumastic layer (9).
5. asphaltic concrete core wall rock-fill dam structure according to claim 1, is characterized in that: between described asphaltic concrete core wall (1) and normal concrete antiseepage body (2), arrange the copper sheet sealing (10) of 1～2 layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320633093.2U CN203546678U (en) | 2013-10-14 | 2013-10-14 | Asphalt concrete core-wall rockfill dam structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320633093.2U CN203546678U (en) | 2013-10-14 | 2013-10-14 | Asphalt concrete core-wall rockfill dam structure |
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| Publication Number | Publication Date |
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| CN203546678U true CN203546678U (en) | 2014-04-16 |
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| CN201320633093.2U Expired - Lifetime CN203546678U (en) | 2013-10-14 | 2013-10-14 | Asphalt concrete core-wall rockfill dam structure |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104099903A (en) * | 2014-07-10 | 2014-10-15 | 中国电建集团西北勘测设计研究院有限公司 | High-base asphalt concrete core wall dam |
| CN104314053A (en) * | 2014-10-09 | 2015-01-28 | 葛洲坝集团第二工程有限公司 | Earth and rockfill concrete core wall asphalt concrete and paving method thereof |
| 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 |
| CN105464056A (en) * | 2015-12-08 | 2016-04-06 | 辽宁省水利水电勘测设计研究院 | Anti-seepage structure capable of adapting to settlement of earth and rockfill dam |
| CN106567365A (en) * | 2016-11-04 | 2017-04-19 | 梁军 | Earth and rockfill dam longitudinal reinforcement construction method |
| CN106759239A (en) * | 2016-12-19 | 2017-05-31 | 河海大学 | A kind of sand drain of acceleration core wall rockfill dam core-wall discharging consolidation |
| 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 |
-
2013
- 2013-10-14 CN CN201320633093.2U patent/CN203546678U/en not_active Expired - Lifetime
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104099903A (en) * | 2014-07-10 | 2014-10-15 | 中国电建集团西北勘测设计研究院有限公司 | High-base asphalt concrete core wall dam |
| CN104314053A (en) * | 2014-10-09 | 2015-01-28 | 葛洲坝集团第二工程有限公司 | Earth and rockfill concrete core wall asphalt concrete and paving method thereof |
| 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 |
| CN105464056A (en) * | 2015-12-08 | 2016-04-06 | 辽宁省水利水电勘测设计研究院 | Anti-seepage structure capable of adapting to settlement of earth and rockfill dam |
| CN106567365A (en) * | 2016-11-04 | 2017-04-19 | 梁军 | Earth and rockfill dam longitudinal reinforcement construction method |
| CN106567365B (en) * | 2016-11-04 | 2019-02-19 | 梁军 | Earth and rockfill dam longitudinal reinforcement construction method |
| CN106759239A (en) * | 2016-12-19 | 2017-05-31 | 河海大学 | A kind of sand drain of acceleration core wall rockfill dam core-wall discharging consolidation |
| CN106759239B (en) * | 2016-12-19 | 2019-10-18 | 河海大学 | A kind of sand drain accelerating core wall rockfill dam core-wall discharging consolidation |
| 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 |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: HYDROCHINA GUIYANG ENGINEERING CORPORATION, LTD. Free format text: FORMER NAME: GUIYANG PROSPECTION + DESIGN INST, CHINA HYDRAULIC POWER CONSULTARY GROUP Owner name: CHINA POWER GROUP GUIYANG INVESTIGATION DESIGN + R Free format text: FORMER NAME: HYDROCHINA GUIYANG ENGINEERING CORPORATION, LTD. |
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| CP01 | Change in the name or title of a patent holder |
Address after: 550081 Guizhou Province, Guiyang City Lake District Xingqian Road No. 16 Patentee after: POWERCHINA GUIYANG ENGINEERING Corp.,Ltd. Address before: 550081 Guizhou Province, Guiyang City Lake District Xingqian Road No. 16 Patentee before: HydroChina Guiyang Engineering Corp. Address after: 550081 Guizhou Province, Guiyang City Lake District Xingqian Road No. 16 Patentee after: POWERCHINA GUIYANG ENGINEERING CORPORATION LIMITED Address before: 550081 Guizhou Province, Guiyang City Lake District Xingqian Road No. 16 Patentee before: POWERCHINA GUIYANG ENGINEERING Corp.,Ltd. |
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| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20140416 |