CN114561914B - Drainage structure for bedding layer area of concrete face rockfill dam in cold area - Google Patents
Drainage structure for bedding layer area of concrete face rockfill dam in cold area Download PDFInfo
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- CN114561914B CN114561914B CN202210210480.9A CN202210210480A CN114561914B CN 114561914 B CN114561914 B CN 114561914B CN 202210210480 A CN202210210480 A CN 202210210480A CN 114561914 B CN114561914 B CN 114561914B
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- drainage
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- bedding
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- dam
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- 238000001125 extrusion Methods 0.000 claims abstract description 34
- 230000007704 transition Effects 0.000 claims abstract description 21
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 15
- 239000004746 geotextile Substances 0.000 claims description 20
- 238000009826 distribution Methods 0.000 claims description 7
- 239000007787 solid Substances 0.000 claims description 6
- 239000000463 material Substances 0.000 abstract description 30
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 27
- 238000010276 construction Methods 0.000 abstract description 16
- 230000035699 permeability Effects 0.000 abstract description 11
- 230000000149 penetrating effect Effects 0.000 abstract description 8
- 238000000034 method Methods 0.000 description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000001914 filtration Methods 0.000 description 4
- 230000008569 process Effects 0.000 description 4
- 238000005096 rolling process Methods 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 229910052742 iron Inorganic materials 0.000 description 2
- 239000000843 powder Substances 0.000 description 2
- 229920006395 saturated elastomer Polymers 0.000 description 2
- 238000004804 winding Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 238000009827 uniform distribution Methods 0.000 description 1
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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
Abstract
The invention relates to a drainage structure of a bedding area of a concrete panel rock-fill dam in a cold area, which comprises a concrete panel, a bedding area, a transition area, an extrusion wall and drainage columns, wherein the extrusion wall and the drainage columns are distributed in the bedding area; the extrusion wall is positioned on the bottom surface of the concrete panel and connected with the drainage column, and the drainage column penetrates through the cushion region to the boundary line of the upstream side of the transition region. The invention enhances the permeability of the cushion region by arranging the drainage column penetrating through the cushion region, can effectively drain the water permeated into the extrusion wall and the cushion region by the concrete panel in the reservoir to the transition region, achieves the aim of rapidly reducing the water level in the cushion region in the water level falling period of the reservoir, ensures that the cushion material of the concrete panel rock-fill dam in the cold region cannot be frozen and expanded and damaged, and has the advantages of wide application range, simple and convenient construction, economy and the like.
Description
Technical Field
The invention relates to the technical field of water conservancy and hydropower dam engineering, in particular to the technical field of drainage structures of concrete panel rock-fill dam bedding areas.
Background
In the hydraulic hydroelectric dam engineering, the concrete face rockfill dam is usually built by adopting local materials, namely soil and stones, and has the advantages of economy, environmental protection, lower requirement on geological conditions and the like, so that the concrete face rockfill dam is widely applied in the engineering field. When the concrete face rockfill dam power station operates in a cold area, water in an upstream water reservoir can permeate into a bedding area, if the permeability coefficient of bedding materials is smaller, the water level in the bedding materials cannot be reduced rapidly, the bedding materials in a water level fluctuation area can be saturated with water and are easy to frost heave, excessive pressure can be applied to an impermeable concrete face plate at the upstream side of the impermeable concrete face plate to damage the impermeable concrete face plate, a seepage passage is formed in a dam, and finally the stability and safety margin of the dam are reduced, so that the normal operation of the power station is affected. The concrete face rockfill dam is generally required to be semi-permeable with permeability coefficient of i× (10 -4 ～10 -3 ) cm/s, but has more special requirements on the bedding materials of concrete face rockfill dams in cold areas, and the permeability coefficient of the bedding materials of the cold areas and pumped storage power stations is preferably 1 multiplied by 10 according to the specification of 5.2.1 of the industrial standard NB/T10871-2021 concrete face rockfill dam design Specification -3 cm/s～1×10 -2 cm/s。
For the face plate dam engineering with the local material being lamellar rock, the particles are smaller after the dam is built, a stone powder layer is easy to form on the surface, the thickness of the stone powder layer can reach about 10cm, the permeability difference of the bedding material in the horizontal direction and the vertical direction is larger, and particularly the bedding material is basically impermeable in the vertical direction, and finally the permeability coefficient of the bedding material is difficult to reach the value specified in the specification. If the permeability coefficient of the cushion material reaches a specified value, the treatment is difficult, the construction filling progress is influenced, the engineering construction period is difficult to ensure, and the economic cost is high. It is therefore a very necessary and urgent task to devise a drainage method which is economical and easy to construct, and which allows the water level in the bedding area to be rapidly lowered.
Disclosure of Invention
The invention aims to solve the problem that the bedding material of a concrete face rockfill dam in a cold area cannot quickly reduce the water level in the bedding material due to the fact that the bedding material is saturated with water and is easy to frost and expand, and then excessive pressure is applied to an anti-seepage concrete face plate on the upstream side to damage the anti-seepage concrete face plate.
In order to solve the technical problems, the technical scheme provided by the invention is that the drainage structure of the bedding area of the concrete panel rock-fill dam in the cold area comprises a concrete panel, a bedding area, a transition area, an extrusion wall and drainage columns, wherein the extrusion wall and the drainage columns are distributed in the bedding area; the extrusion wall is positioned on the bottom surface of the concrete panel and connected with the drainage column, and the drainage column penetrates through the cushion region to the boundary line of the upstream side of the transition region.
The drainage columns are distributed in a rectangular shape or a quincuncial shape in the cushion layer area.
Preferably, the height direction interval of rectangular or quincuncial distribution is 2-4 h, wherein h=30 cm or 40cm, and the dam axis direction interval is 1.5-2.5 m.
The horizontal included angle a=0-5 degrees of the drainage column arranged in the cushion layer area.
The length of the drainage column is 3 cm-10 cm greater than the horizontal thickness of the cushion layer area.
The extrusion wall is of a concrete structure.
The drainage column is of a cylindrical sand-free concrete structure with geotextile wound on the periphery.
The section of the sand-free concrete is round.
The section of the sand-free concrete is square or rectangular.
The drainage column is a solid plastic flower pipe with the periphery wound with geotextile.
The geotextile is a conventional geotextile for hydraulic and hydroelectric engineering and plays a role in reverse filtration.
The drainage structure of the concrete face plate rock-fill dam bedding layer area in the cold area is provided with the drainage column penetrating through the bedding layer area, the upper part of the drainage column is connected with the extrusion wall below the concrete face plate, and the drainage column is arranged down to the boundary line at the upstream side of the transitional area, so that water penetrating into the extrusion wall and the bedding layer area through the concrete face plate can be effectively discharged to the transitional area, the penetrating capacity of the bedding layer area is enhanced, the purpose of rapidly reducing the water level in the bedding layer area in the water level falling period of a reservoir is achieved, the situation that frost heaving damage does not occur on the bedding material of the concrete face plate rock-fill dam in the cold area is ensured, the stability and the safety of the concrete face plate structure and a dam slope on the upstream side of the dam are ensured, and the drainage structure has the advantages of wide application range, simplicity and convenience in construction, economy and the like.
Drawings
FIG. 1 is a schematic diagram of the structure of the present invention;
FIG. 2 is a schematic forward view of the location of the drainage column within the pad region;
fig. 3 is a side schematic view of the distribution of drainage columns in the pad zone, wherein fig. (a) is a rectangular distribution of drainage columns in the pad zone and fig. (b) is a quincuncial distribution of drainage columns in the pad zone.
Detailed Description
To further illustrate the technical means and effects of the present invention for achieving the intended purpose, an embodiment will be described in detail with reference to fig. 1 to 3.
Embodiment one:
the invention provides a drainage structure of a bedding layer area of a concrete panel rock-fill dam in a cold area, which comprises a concrete panel 1, a bedding layer area 3, a transition area 4, an extrusion wall 2 and drainage columns 5, wherein the extrusion wall 2 and the drainage columns are distributed in the bedding layer area 3; the extrusion wall 2 is positioned on the bottom surface of the concrete panel 1 and is connected with a drainage column 5, and the drainage column 5 penetrates through the cushion region 3 to the upstream boundary line of the transition region 4.
The drainage columns 5 are distributed in a rectangular shape or a quincuncial shape in the cushion material 3; the two distribution forms are preferably separated by 2-4 h in the height direction, wherein h=30 cm or 40cm, and the distance between the two distribution forms in the axial direction of the dam is 1.5-2.5 m.
The horizontal angle a=0 to 5° at which the drainage column 5 is arranged in the pad zone 3, the length of the drainage column 5 being slightly greater than the horizontal thickness of the pad zone 3, preferably 3cm to 10cm.
The extrusion wall is of a concrete structure.
The drainage column 5 is a columnar sand-free concrete structure 51 with a geotextile 52 wound around the periphery, and the section of the columnar sand-free concrete structure 51 is circular.
In the construction process of the invention, the extrusion wall 2, the cushion layer area 3 and the transition area 4 are paved in layers, a layer of drainage column 5 is paved after 2-4 layers are paved, and then the process is repeated until the dam crest is reached. The concrete construction process is as follows:
1) A plurality of water discharge columns 5 are prepared for standby,
the columnar sand-free concrete structure 51 is prefabricated in advance before the construction period of the concrete face rockfill dam, the section of the columnar sand-free concrete structure 51 is circular, and the diameter D of the circular section is preferably 10 cm-15 cm. The geotextile 52 is wound on the periphery of the columnar sand-free concrete structure 51, the geotextile 52 is a common geotextile for hydraulic and hydroelectric engineering, and after winding, the geotextile 52 and the geotextile are tied firmly by using iron wires or ropes so as to prevent the geotextile 52 from falling off the columnar sand-free concrete structure 51 in the subsequent construction process. The sand-free concrete has large gaps and good water permeability, and can play a good role in draining water when being used as a material of the drainage column 5; the geotextile 52 plays a role in reverse filtration, prevents the fine dam material of the bedding area 3 from entering the columnar sand-free concrete structure 51, and ensures the smoothness of the drainage column 5. The number of layers of geotextile 52 wrapped around the periphery of the columnar sand-free concrete structure 51 is preferably 1-2, which can save the cost of geotextile 52 and perform the counter-filtration function.
2) The extrusion wall 2 is constructed in layers,
the extrusion wall 2 is formed by selecting concrete according to the designed size for cast-in-situ, and low-grade concrete with the compressive strength of 3MPa to 5MPa is preferred; the cross section is trapezoidal, and 10cm in top width, and the slope of the upstream slope is the same as the slope of the bottom of the concrete panel 1, and is generally 1:1.4 or 1.5, the downstream slope is 8:1, the height is the layer height h of each layer of bedding material and transition material, h=30 cm or 40cm. The extrusion wall 2 is connected with the drainage column 5, and the extrusion wall 2 mainly plays a role in protecting upstream dam slopes before the concrete panel 1 is poured in the construction period, so that the wall has certain strength and water permeability, and the permeability coefficient is larger than 1 multiplied by 10 -2 cm/s, so that the performance can be achieved by selecting a low-grade concrete material with the compressive strength of 3MPa to 5 MPa. The construction mode and the requirements of the extrusion wall 2 are consistent with those of the conventional concrete face rockfill dam extrusion wall.
3) A bedding area 3 and a transition area 4 are constructed in layers,
layering bedding materials and transition materials, rolling, wherein the layer height h of the bedding region 3 and the transition region 4 of the layer is the same as the height of the prefabricated extrusion wall 2 after rolling is finished, and h=30 cm or 40cm;
4) Repeating the construction steps 2) and 3) for 2-4 times,
simultaneously constructing the step 5) in the last construction;
5) A drainage column 5 is constructed and arranged,
when the cushion layer area 3 and the transition area 4 are paved for the last time in the step 4), a drainage column 5 is paved at the top end of the cushion layer area 3; the horizontal included angle a=0-5 degrees of the drainage column 5 arranged in the cushion layer area 3; one end of the drainage column 5 is closely adjacent to the extrusion wall 2, and the other end is arranged on the boundary line on the upstream side of the transition zone 4; the drainage columns 5 are distributed in a rectangular shape or a quincuncial shape in the cushion material 3, the distance between the height directions is a fixed value between 2 and 4 hours, h=30cm or 40cm, h is the height of each cushion material and the transition material, and the distance between the dam axis directions is 1.5m to 2.5m; the tops of the drainage column 5, the cushion region 3 and the transition region 4 are flush after rolling and are consistent with the top height of the extrusion wall 2 on the same layer;
the horizontal included angle of the drainage column 5 arranged in the cushion region 3 is 0-5 degrees, so that the drainage column 5 is in a horizontal or downstream slight inclination state, thereby being convenient for construction and being beneficial to water in the drainage column 5 flowing into the transition region 4; if the drainage column 5 is inclined upstream, drainage is not facilitated, and if the horizontal included angle is too large, construction is not facilitated; one end of the drainage column 5 is closely adjacent to the extrusion wall 2, so that the water permeated into the extrusion wall 2 from the concrete panel 1 can be collected into the drainage column 5 and discharged through the same; the drainage columns 5 are distributed in the cushion material 3 in a regular and uniform distribution form in a rectangular or quincuncial shape, so that the drainage columns 5 can be ensured to collect the water in the cushion region 3 in an omnibearing and uniform manner;
6) Repeating the construction steps 2) to 5) until the dam crest is reached;
7) The concrete panel 1 is constructed and,
and constructing a concrete panel 1 on the side surface of the extrusion wall 2, wherein the concrete panel 1 completely covers the side surface of the extrusion wall 2 and is connected with the extrusion wall without a cavity.
Embodiment two:
in this example, the cross-sectional structure of the drainage column 5 was replaced with a square or rectangle from a circle, and the side length of the square or rectangle was 10cm to 15cm based on example 1.
Other matters of the first embodiment are applicable to the present embodiment.
Embodiment III:
in this embodiment, on the basis of embodiment 1, the non-sand concrete structure 51 in the drainage column 5 is replaced by a solid plastic flower pipe, the drainage column 5 is a solid plastic flower pipe with the periphery wound with geotextile 52, and after winding, the two are tied firmly by iron wires or ropes. The solid plastic flower pipe is a plastic flower pipe commonly used in hydraulic and hydroelectric engineering, has good water permeability, and can play a good role in draining water when being used as a material of the drainage column 5. The number of layers of the geotextile 52 wound around the periphery of the solid plastic floral tube is preferably 1-2, which can save the cost of the geotextile and perform the counter-filtration function. Other matters of the first embodiment are applicable to the present embodiment.
The drainage structure of the concrete face plate rock-fill dam bedding area in the cold area is provided with the drainage column penetrating through the bedding area, the upper part of the drainage column is connected with the extrusion wall below the concrete face plate and falls to the boundary line at the upstream side of the transition area, and the water penetrating into the extrusion wall and the bedding area through the concrete face plate can be effectively discharged to the transition area due to the fact that the internal pores of the drainage column are large and the penetrating capacity of the drainage column is strong, so that the penetrating capacity of the bedding area is enhanced, the purpose of rapidly reducing the water level in the bedding area in the reservoir water level falling period is achieved, the fact that frost heaving damage cannot occur on the bedding material of the concrete face plate rock-fill dam in the cold area is guaranteed, the stability and safety of the concrete face plate structure and the dam slope on the upstream face are guaranteed, and the drainage structure has the advantages of wide application range, simplicity in construction, economy and the like.
The foregoing description of the preferred embodiments of the invention should not be construed as limiting the invention to the embodiments, but rather as limiting the invention to the embodiments, and any modifications, equivalents, improvements, etc. that fall within the spirit and principles of the invention should be considered as being within the scope of the invention.
Claims (8)
1. The drainage structure of the bedding layer area of the concrete panel rock-fill dam in the cold area is characterized by comprising a concrete panel, a bedding layer area, a transition area, an extrusion wall and drainage columns, wherein the extrusion wall and the drainage columns are distributed in the bedding layer area; the extrusion wall is positioned on the bottom surface of the concrete panel and connected with the drainage column, and the drainage column penetrates through the cushion region to the boundary line of the upstream side of the transition region; the drainage column is a cylindrical sand-free concrete structure or a solid plastic flower pipe with the periphery wound with geotextile.
2. The drainage structure of a bedding area of a concrete faced rockfill dam in a cold area according to claim 1, wherein the drainage columns are distributed in the bedding area in a rectangular shape or a quincuncial shape.
3. The drainage structure for a concrete face rockfill dam bedding area in a cold area according to claim 2, wherein the height direction spacing of the rectangular or quincuncial distribution is 2-4 h, wherein h=30 cm or 40cm, and the dam axis direction spacing is 1.5 m-2.5 m.
4. The drainage structure for a bedding area of a concrete faced rockfill dam in a cold area according to claim 1, wherein the drainage columns are arranged in the bedding area at a horizontal included angle a=0 to 5 °.
5. The drainage structure of a bedding area of a concrete faced rockfill dam in a cold area according to claim 1, wherein the length of the drainage column is 3 cm-10 cm greater than the horizontal thickness of the bedding area.
6. The drainage structure of a concrete faced rockfill dam bedding area in a cold area according to any one of claims 1 to 5, wherein the squeeze wall is a concrete structure.
7. The drainage structure of a bedding area of a concrete faced rockfill dam in a cold area according to claim 6, wherein the drainage column is a cylindrical sand-free concrete structure with geotextile wound around the periphery, and the cylindrical sand-free concrete structure has a circular cross section.
8. The drainage structure of a bedding area of a concrete faced rockfill dam in a cold area according to claim 6, wherein the drainage column is a cylindrical sand-free concrete structure with geotextile wound around the periphery, and the cross section of the cylindrical sand-free concrete structure is square or rectangular.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210210480.9A CN114561914B (en) | 2022-03-04 | 2022-03-04 | Drainage structure for bedding layer area of concrete face rockfill dam in cold area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210210480.9A CN114561914B (en) | 2022-03-04 | 2022-03-04 | Drainage structure for bedding layer area of concrete face rockfill dam in cold area |
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| CN114561914A CN114561914A (en) | 2022-05-31 |
| CN114561914B true CN114561914B (en) | 2024-01-19 |
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|---|---|---|---|---|
| CN102011377A (en) * | 2010-09-02 | 2011-04-13 | 广东省水利电力勘测设计研究院 | Novel key groove for back-upper heightening of stone-laying gravity dam |
| CN204023520U (en) * | 2014-07-07 | 2014-12-17 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of dam body water draining structure improving loose rock dam shock resistance |
| CN205382466U (en) * | 2015-12-19 | 2016-07-13 | 江南水利水电工程公司 | Concrete face rockfill dam |
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2022
- 2022-03-04 CN CN202210210480.9A patent/CN114561914B/en active Active
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| CN114561914A (en) | 2022-05-31 |
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