CN111636382A - Transition layer structure of rock-fill concrete gravity dam and construction method - Google Patents
Transition layer structure of rock-fill concrete gravity dam and construction method Download PDFInfo
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- CN111636382A CN111636382A CN202010547836.9A CN202010547836A CN111636382A CN 111636382 A CN111636382 A CN 111636382A CN 202010547836 A CN202010547836 A CN 202010547836A CN 111636382 A CN111636382 A CN 111636382A
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- concrete
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- dam body
- rockfill
- fill
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- 239000004567 concrete Substances 0.000 title claims abstract description 103
- 230000007704 transition Effects 0.000 title claims abstract description 37
- 238000010276 construction Methods 0.000 title claims abstract description 18
- 230000005484 gravity Effects 0.000 title claims abstract description 13
- 239000011435 rock Substances 0.000 claims abstract description 12
- 239000011376 self-consolidating concrete Substances 0.000 claims abstract description 8
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 7
- 239000004575 stone Substances 0.000 claims description 8
- 238000007788 roughening Methods 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 4
- 238000000034 method Methods 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 2
- 239000008262 pumice Substances 0.000 claims 1
- 238000010586 diagram Methods 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000007670 refining Methods 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 230000001502 supplementing effect Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/06—Earth-fill dams; Rock-fill dams
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/08—Wall dams
- E02B7/10—Gravity dams, i.e. those in which the weight of the structure prevents overturning
Abstract
The invention discloses a transition layer structure of a rock-fill concrete gravity dam and a construction method, wherein the transition layer structure comprises rock-fill concrete in a dam body and normal concrete of a dam body cushion layer, the normal concrete of the dam body cushion layer is arranged below the rock-fill concrete in the dam body, and a transition layer is arranged between the rock-fill concrete in the dam body and the normal concrete of the dam body cushion layer; an upstream surface impermeable layer is arranged on the upstream surface of the rock-fill concrete in the dam body; the rockfill concrete in the dam body consists of rockfill II and self-compacting concrete; the transition layer is composed of a rock pile I and normal concrete. Due to the adoption of the transition layer, the surface-to-surface contact phenomenon between the concrete surface of the cushion layer and the surface of the rockfill is effectively avoided, and the anti-skid stability of the dam body at the surface is obviously improved.
Description
Technical Field
The invention relates to a transition layer structure of a rock-fill concrete gravity dam and a construction method, belonging to the technical field of rock-fill concrete gravity dams.
Background
The rockfill concrete is a novel concrete proposed by Qinghua university, and is a concrete rockfill body formed by randomly filling self-compacting concrete in rockfill with larger particle size by utilizing the characteristics of high fluidity, good anti-separation performance and self-fluidity of the self-compacting concrete. If in prior art, follow utility model patent CN210013190U of water conservancy and hydropower survey design institute application and disclose a rock-fill concrete stacked structure and rock-fill concrete dam body, relate to hydraulic and hydroelectric engineering rock-fill concrete dam body filling construction technical field, solved the rock-fill concrete dam body that exists among the prior art and warp and lead to the technical problem of dam body surface unevenness because of the template. The rock-fill concrete stacking structure comprises a bin body and rock-fill concrete, wherein the bin body comprises at least two walls formed by stacking prefabricated modules, a plurality of walls surround to form the bin body, or the walls surround with a mountain or the outer wall surface of a building to form the bin body; and when the rock-fill concrete is poured into the bin body, the outer wall surface of the wall body forms a smooth dam body surface without deformation. The utility model discloses a be used for providing a surfacing, simple, the lower rock-fill concrete dam body of cost of construction.
In recent years, many medium and small-sized gravity dams adopt a rock-fill concrete dam shape, and in dam material partition design, a normal concrete cushion layer is generally poured on a dam foundation surface, and then rock-fill concrete is poured on the normal concrete cushion layer. In the construction process, often because the construction degree of refining is not enough and the rockfill surface smoothness is too high, the phenomenon that the surface-to-surface contact exists between the normal concrete cushion layer surface at the bottom of the dam body and the rockfill surface, so that self-compacting concrete cannot flow into the surface-to-surface contact part, the contact surface cannot provide shear resistance, shear resistance parameters of the normal concrete cushion layer and the rockfill concrete combination layer surface are greatly weakened, and great hidden danger is caused to the anti-skidding stability of the dam layer surface.
Disclosure of Invention
The invention aims to provide a transition layer structure of a rock-fill concrete gravity dam and a construction method, so that the surface-to-surface contact phenomenon between the concrete surface of a cushion layer and the surface of rock-fill is effectively avoided, and the anti-skid stability of a dam body at the surface is obviously improved.
The invention is realized by the following steps:
a transition layer structure of a rock-fill concrete gravity dam comprises rock-fill concrete inside a dam body and dam body cushion layer normal concrete, wherein the dam body cushion layer normal concrete is arranged below the rock-fill concrete inside the dam body; an upstream surface impermeable layer is arranged on the upstream surface of the rock-fill concrete in the dam body; the rockfill concrete in the dam body consists of rockfill II and self-compacting concrete; the transition layer is composed of a rock pile I and normal concrete.
The transition layer is positioned between the normal concrete of the dam body cushion layer and the rock-fill concrete in the dam body, and the surface of the normal concrete of the dam body cushion layer is subjected to manual roughening or high-pressure water gun roughening; the transition layer consists of rockfill I and C20 normal concrete, the thickness W of the transition layer is 30cm, and the surface of the transition layer is subjected to artificial chiseling or high-pressure water gun blasting; the material characteristics of the first rockfill are consistent with those of a second rockfill of the rockfill concrete in the dam body, and the rockfill should be exposed out of the surface of the transition layer by about 10cm, namely H is 10cm and does not exceed 1/3 of the height of the first rockfill, so that the shearing resistance between layers is increased and the chipping area is reduced.
The scale quantity of the first rockfill is determined according to the anti-skid stability calculation of the layer, and the anti-shear parameter of the layer needs to consider the contribution of the rockfill to the anti-shear capacity of the layer; the normal concrete adopts C20 second grade matched normal concrete, and the anti-seepage and anti-freezing grade should be considered; in order to shorten the construction time of the transition layer and ensure that the rock stacking-scattering filling construction is finished before the initial setting of normal concrete, the size of the pre-stacking block rock bin surface is not required to be too large and is preferably smaller than 100m2；
The construction method of the transition layer of the rock-fill concrete gravity dam comprises the following steps:
step one, waiting for normal concrete of dam body cushion layerSurface roughening or roughening andafter the strength reaches the design requirement, piling the rock piles I on the normal concrete of the dam body cushion layer in different bins;
step two, on the pre-piled stone bin surface(10)Pouring normal concrete with the thickness of 30 cm;
step three, after the whole pre-piled rock storage surface is filled with normal concrete, the centrally piled rock piles are uniformly raked, scattered and filled all around in time in a mechanical-assisted manual mode, and meanwhile, a vibration pump is adopted to vibrate and compact the peripheral concrete filled with the rock piles;
and fourthly, after the normal concrete is finally set, the surface of the transition layer can be roughened by manual roughening or high-pressure water gun, the exposed rockfill-laitance is removed, and after the strength of the transition layer reaches the design requirement, the construction of the rockfill concrete in the dam body can be carried out.
Compared with the prior art, the technical scheme of the invention has the following beneficial effects:
(1) due to the adoption of the transition layer, the bonding surface of the normal concrete of the dam body cushion layer and the transition layer is a normal concrete layer surface, so that the bonding is relatively reliable, and the value of the shear-resistant parameter is standardized and can be followed; the junction surface of the transition layer and the rock-fill concrete inside the dam body is divided into two parts, namely, the normal concrete is bonded with the surface of the self-compacting concrete layer, and the self shearing resistance of the rock-fill is realized. The adoption of the core structure transition layer can obviously improve the anti-skid stability of the dam body on the layer.
(2) The first step of piling the first rockfill in a warehouse-divided and centralized manner is adopted, so that the core structure transition layer can be completed before the final setting of normal concrete;
(3) and the thickness of the normal concrete in the step two is 30cm, so that the construction of the core structure transition layer is convenient for the rock mounds to be scattered around the cabin surface.
Drawings
FIG. 1: the concrete rock-fill dam structure schematic diagram;
FIG. 2: detail view of part A;
FIG. 3: the construction schematic diagram of the rock heaps in the transition layer;
description of reference numerals: 1-an upstream face impermeable layer, 2-rock-fill concrete inside a dam body, 3-dam body cushion layer normal concrete, 4-a transition layer, 5-self-compacting concrete, 6-rock-fill I, 7-rock-fill II, 8-normal concrete, 9-a material partition line and 10-a pre-rock-fill warehouse face; w-thickness of transition layer, H-rockfill exposure height.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
As shown in fig. 1-3, the present invention is implemented as follows: pouring a normal concrete cushion layer 3 on the dam foundation surface of the rock-fill concrete gravity dam, and performing manual chiseling or high-pressure water gun blunting treatment on the surface of the normal concrete cushion layer 3, when the normal concrete cushion layer 3 of the dam body reaches the strength required by the design, separately and intensively piling rock-fill I6 on the normal concrete cushion layer 3 of the dam body in different bins, wherein the size of a pre-piled rock bin surface 10 is required to be not too large, and is preferably smaller than 100m2(ii) a After the pre-stacking block stone bin surface 10 finishes stacking the first stacking block 6, normal concrete 8 with the thickness of 30cm is poured on the pre-stacking block stone bin surface 10; after the whole pre-stacking block stone bin surface 10 is fully poured with normal concrete 8, uniformly raking, scattering and filling the centrally stacked rock-fill I6 to the periphery in time by adopting a mechanical assisted manual mode, simultaneously, vibrating and compacting the concrete around the rock-fill I6 by adopting a vibrating pump, and supplementing the concrete in time if the normal concrete 8 is insufficient; the construction of the rock-fill first 6 for the scattered filling is carried out in time after the normal concrete 8 is poured, and the rock-fill first 6 is prevented from downwards extruding the rock-fill in the process of the scattered filling, so that the normal concrete 8 is filled at the bottom of the rock-fill first 6; after the normal concrete 8 is finally set, the surface of the transition layer 4 can be roughened by manual roughening or high-pressure water gun, the lain rockfill-6 laitance is removed, and after the transition layer 4 reaches the strength required by the design, the construction of the rockfill concrete 2 in the dam body can be carried out.
Of course, the above is only a specific application example of the present invention, and other embodiments of the present invention are also within the scope of the present invention.
Claims (3)
1. The utility model provides a transition layer structure of rock-fill concrete gravity dam which characterized in that: the dam comprises dam body internal rock-fill concrete (2) and dam body cushion layer normal concrete (3), wherein the dam body cushion layer normal concrete (3) is arranged below the dam body internal rock-fill concrete (2), and a transition layer (4) is arranged between the dam body internal rock-fill concrete (2) and the dam body cushion layer normal concrete (3); an upstream surface impermeable layer (1) is arranged on the upstream surface of the rock-fill concrete (2) in the dam body; the rockfill concrete (2) in the dam body consists of a second rockfill (7) and self-compacting concrete (5); the transition layer (4) is composed of a rockfill I (6) and normal concrete (8).
2. The transitional layer structure of a rock-fill concrete gravity dam of claim 1, wherein: the material characteristics of the first rockfill (6) are consistent with those of the second rockfill (7) of the rockfill concrete (2) in the dam body, and the first rockfill (6) is exposed to 10cm from the surface of the transition layer (4) and does not exceed 1/3 of the height of the first rockfill (6).
3. A method of constructing a transitional layer structure of a rock-fill concrete gravity dam as claimed in claim 1 or 2, comprising the steps of:
step one, after the dam body cushion layer normal concrete (3) reaches the strength required by the design, piling rock piles I (6) on the dam body cushion layer normal concrete (3) in a warehouse-by-warehouse manner;
step two, normal concrete (8) with the thickness of 30cm is poured on the pre-piled block stone bin surface (10);
step three, after the whole pre-stacking block stone bin surface (10) is fully poured with normal concrete (8), uniformly raking, scattering and filling the centrally stacked stacking stones (6) to the periphery in time in a mechanical-assisted manual mode, and simultaneously, vibrating and compacting the peripheral concrete filled into the stacking stones (6) by using a vibrating pump;
and fourthly, after the normal concrete (8) is finally set, the surface of the transition layer (4) is roughened by manual roughening or high-pressure water gun, the exposed pumice of the rockfill I (6) is removed, and after the strength of the transition layer (4) reaches the design requirement, the construction of the rockfill concrete (2) in the dam body can be carried out.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010547836.9A CN111636382A (en) | 2020-06-16 | 2020-06-16 | Transition layer structure of rock-fill concrete gravity dam and construction method |
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| CN202010547836.9A CN111636382A (en) | 2020-06-16 | 2020-06-16 | Transition layer structure of rock-fill concrete gravity dam and construction method |
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| CN111636382A true CN111636382A (en) | 2020-09-08 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112962537A (en) * | 2021-03-08 | 2021-06-15 | 中国水电基础局有限公司 | Integrated pouring method for self-compacting rock-fill concrete dam body |
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| JPH09158158A (en) * | 1995-12-05 | 1997-06-17 | Fujita Corp | Filling type concrete dam and construction method thereof |
| KR200217667Y1 (en) * | 2000-10-19 | 2001-03-15 | 한국전력공사 | Protection layer for a inclined surface in a concrete faced rock fill dam |
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2020
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112962537A (en) * | 2021-03-08 | 2021-06-15 | 中国水电基础局有限公司 | Integrated pouring method for self-compacting rock-fill concrete dam body |
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