CN107687155B - Anti-seepage and anti-lifting structure of basin and arrangement method - Google Patents
Anti-seepage and anti-lifting structure of basin and arrangement method Download PDFInfo
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- CN107687155B CN107687155B CN201710891569.5A CN201710891569A CN107687155B CN 107687155 B CN107687155 B CN 107687155B CN 201710891569 A CN201710891569 A CN 201710891569A CN 107687155 B CN107687155 B CN 107687155B
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Abstract
The invention discloses an anti-seepage and anti-lifting structure of a warehouse basin and an arrangement method, wherein the lower surface of a warehouse dike (1.3) of a warehouse (1) is cleaned in advance until a clear base line (2) is designed, a lower geomembrane (3) is paved above the clear base line (2), a gravel excavation material (5) is backfilled above the lower geomembrane (3), an upper geomembrane (4) is paved above the gravel excavation material (5), and a plurality of check valves (6) are arranged on the upper geomembrane (4); the two ends of the lower geomembrane (3) extend upwards to the top of the reservoir dike (1.3) to form an extension part (3.3), and the extension part (3.3) and the upper geomembrane (4) are connected into a closed whole; the device overcomes the defect that the stability of the anti-floating of the reservoir basin is difficult to solve by adopting a single drainage measure in the prior art, and has the advantages of reducing the dependence on the drainage effect of the check valve and ensuring the safe and effective operation of the regulating reservoir.
Description
Technical Field
The invention relates to the technical field of hydraulic and hydroelectric engineering in civil engineering, in particular to an anti-seepage and anti-lifting structure of a basin and an arrangement method.
Background
Geomembrane seepage-proofing area 57.93 ten thousand m is laid to Gansu mountain-clamped reservoir 2 The geomembrane has the maximum bearing water depth of 30m and good seepage prevention effect, and is a new technology and a new technology for preventing seepage of plastic membranes under the action of large-area and high water head in domestic reservoir construction for the first time.
The reservoir bottom of the upper reservoir of the Thailand pumped storage power station adopts the HDPE geomembrane for horizontal seepage prevention, and has the characteristics of strong deformability and good seepage prevention effect, and is suitable for a large-scale slag filling area of the reservoir bottom. Geomembrane impermeable area 16 ten thousand m 2 The maximum working water head on the membrane is about 37m, and the daily maximum working water head amplitude is 24m, so that the method is a scheme for preventing seepage of large hydropower engineering in China by adopting a geomembrane as a permanent engineering for the first time.
The south-to-north central line main canal channel adopts a composite geomembrane for seepage prevention, and the canal section with high groundwater level adopts a check valve for self-flowing inner drainage, a water pump for drainage or a drainage method combining replacement and filling to reduce groundwater level. The canal base in part of the canal section of the yellow river north-water chestnut river north section of the main canal is distributed with a large amount of pebbles, the water permeability is strong, and the effect is difficult to achieve by adopting a single drainage measure. The method adopts a measure of combining a filling method and a drainage method to solve the problem. Through setting up the cohesive soil and trading the filling layer at the canal base, change canal base seepage flow characteristic, reduce the lining board and lift down pressure, ensure that the lining board is anti to float stably, set up water collecting concealed pipe drainage pipe network simultaneously under trading the filling layer, in discharging the external water into the channel to reduce and trade the seepage flow pressure under the filling layer, solve and trade the anti stability problem that floats of filling layer. However, this infiltration scheme is difficult to implement in areas lacking clay.
Disclosure of Invention
The first object of the present invention is to overcome the above-mentioned drawbacks of the prior art and provide a seepage-proofing and anti-lifting structure for a basin.
The technical scheme of the invention is implemented by the following measures: the anti-seepage and anti-lifting structure of the reservoir basin is characterized in that the lower surface of the reservoir dike of the reservoir is cleaned in advance until a designed clear base line is reached, a lower geomembrane is paved above the clear base line,
backfilling an egg gravel excavation material in the upper direction of the lower geomembrane, paving an upper geomembrane above the egg gravel excavation material, and installing a plurality of check valves on the upper geomembrane;
the two ends of the lower geomembrane extend upwards to the top of the reservoir dike to form an extension part, and the extension part and the upper geomembrane are connected into a closed whole.
In the technical scheme, the method comprises the following steps: the coarse sand lower cushion layer is arranged between the lower surface of the upper geomembrane and the gravel excavation material, and the coarse sand upper cushion layer and the dry masonry stone are sequentially paved on the upper surface of the upper geomembrane.
In the technical scheme, the method comprises the following steps: the outside of the extension part of the lower geomembrane is provided with a gravel excavation material filling area, and the outside slope of the gravel excavation material filling area is provided with a lead wire gabion along the slope.
In the technical scheme, the method comprises the following steps: and a coarse sand protection layer is longitudinally arranged between the inner side of the extension part of the lower geomembrane and the gravel excavation material and between the outer side of the extension part and the gravel excavation material filling area, and is laid flush with the gravel excavation material and the gravel excavation material filling area.
In the technical scheme, the method comprises the following steps: the depth of the lower geomembrane from the upper surface of the dry masonry is 2-4 meters.
In the technical scheme, the method comprises the following steps: a first coarse sand cushion layer is laid between the lower geomembrane and the clean foundation line, and a second coarse sand cushion layer is laid between the upper side of the lower geomembrane and the gravel excavation material.
A second object of the present invention is to propose an arrangement method: a method for arranging an anti-seepage and anti-lifting structure of a basin comprises the following steps of;
(1) firstly, clearing foundation and excavating a bank arranged along a river of an adjustment bank until the designed elevation position of a clear foundation line;
(2) sequentially and horizontally paving a first coarse sand cushion layer with the thickness of 15cm, a lower geomembrane layer and a second coarse sand cushion layer with the thickness of 15cm at the lower part of the reservoir dike;
(3) filling the reservoir dike by adopting the gravel excavation material, simultaneously extending the lower geomembrane upwards to form an extension part, paving coarse sand protection layers with the thickness of 0.5 meter on two sides of the extension part, and synchronously carrying out the coarse sand protection layers and the gravel excavation material filling;
(4) excavating a basin in the middle of the regulating reservoir to the height position of an excavation line at the bottom of the reservoir while constructing the reservoir dike;
(5) paving a first coarse sand cushion layer with the thickness of 15cm along the bottom excavation line of the reservoir in the step (4), and paving a lower geomembrane and a second coarse sand cushion layer with the thickness of 15cm on the first coarse sand cushion layer in sequence;
(6) excavating materials from the gravel at the upper part of the second coarse sand cushion layer in the step (5) until reaching the bottom elevation of the coarse sand lower cushion layer of the upper geomembrane;
(7) paving a coarse sand lower cushion layer with the thickness of 15cm on the upper part of the gravel excavation material in the step (6), paving an upper geomembrane above the coarse sand lower cushion layer, pouring a plurality of concrete bases on the upper geomembrane, extending the upper geomembrane into the concrete bases, and embedding PVC drainage pipes in the concrete bases;
(8) paving a coarse sand upper cushion layer with the thickness of 15cm and dry masonry stone with the thickness of 30 cm on the upper part of the upper geomembrane in sequence, and finally installing a check valve in the PVC drain pipe in the step (7);
(9) and connecting two sides of the upper geomembrane and the lower geomembrane into a whole and pouring the whole into a concrete structure at the top of the reservoir dike to form a closed structure.
In the technical scheme, the method comprises the following steps: the outside of the lower geomembrane is provided with the gravel excavation material filling area, and the outside slope of the gravel excavation material filling area is provided with a lead wire gabion along the slope.
In the technical scheme, the method comprises the following steps: the depth of the lower geomembrane from the upper surface of the dry masonry is 2-4 meters.
The invention has the following advantages: 1. greatly reduces the engineering quantity of the impervious wall and saves the investment of about 3700 ten thousand RMB (see the concrete implementation table 1 for concrete details). 2. And a pipe network drainage system is canceled, so that the operation management is convenient. 3. The dependency on the drainage effect of the check valve is reduced, and the safe and effective operation of the regulating reservoir is ensured.
Drawings
Fig. 1 is a schematic diagram of the structural arrangement of the present invention.
FIG. 2 is a schematic diagram of the structural arrangement of an upper geomembrane and a check valve.
In the figure: the method comprises the steps of adjusting a warehouse 1, a warehouse bottom excavation line 1.1, a warehouse basin 1.2, a warehouse dike 1.3, a clear foundation line 2, a lower geomembrane 3, a gravel excavation material filling area 3.1, a lead wire gabion 3.2, an extension part 3.3, an upper geomembrane 4, a gravel excavation material 5, a coarse sand protection layer 5.1, a first coarse sand cushion layer 5.2, a second coarse sand cushion layer 5.3, a check valve 6, a concrete base 7, a PVC drain pipe 7.1, a coarse sand lower cushion layer 8, a coarse sand upper cushion layer 9 and a dry masonry 10.
Detailed Description
The following detailed description of the invention, taken in conjunction with the accompanying drawings, is not intended to limit the invention, but is made merely by way of example; while the advantages of the invention will become apparent and readily appreciated by reference to the following description.
Referring to fig. 1-2: the anti-seepage and anti-lifting structure of the warehouse basin is characterized in that the lower surface of a warehouse dike 1.3 of the warehouse 1 is cleaned in advance until a designed clear base line 2 is reached, a lower geomembrane 3 is paved above the clear base line 2,
backfilling an egg gravel excavation material 5 in the upper direction of the lower geomembrane 3, paving an upper geomembrane 4 above the egg gravel excavation material 5, and installing a plurality of check valves 6 on the upper geomembrane 4;
the two ends of the lower geomembrane 3 extend upwards to the top of the bank 1.3 and form an extension part 3.3, and the extension part 3.3 and the upper geomembrane 4 are connected into a closed whole.
A coarse sand lower cushion layer 8 is arranged between the lower surface of the upper geomembrane 4 and the gravel excavation material 5, and a coarse sand upper cushion layer 9 and dry masonry 10 are sequentially paved on the upper surface of the upper geomembrane 4.
And a coarse sand protection layer 5.1 is longitudinally arranged between the inner side of the extension part 3.3 of the lower geomembrane 3 and the gravel excavation material 5 and between the outer side and the gravel excavation material filling area 3.1, and the coarse sand protection layer 5.1 is laid flush with the gravel excavation material 5 and the gravel excavation material filling area 3.1.
An egg gravel excavation material filling area 3.1 is arranged on the outer side of the extension part 3.3 of the lower geomembrane 3, and a lead gabion 3.2 is arranged on the outer slope of the egg gravel excavation material filling area 3.1 along the slope.
The depth of the lower geomembrane 3 from the upper surface of the dry masonry 10 is 2-4 meters.
A first coarse sand cushion layer 5.2 is laid between the lower side of the lower geomembrane 3 and the reservoir bottom excavation line 1.1.
The invention also comprises an arrangement method: a method for arranging an anti-seepage and anti-lifting structure of a basin comprises the following steps of;
(1) firstly, cleaning and excavating the bank 1.3 of the adjustment bank 1 until the designed elevation position of the clean base line 2;
(2) sequentially and horizontally paving a first coarse sand cushion layer 5.2 with the thickness of 15cm, a lower geomembrane 3 and a second coarse sand cushion layer 5.3 with the thickness of 15cm on the lower part of the reservoir dike 1.3;
(3) filling the reservoir dike 1.3 by adopting a gravel excavation material 5, simultaneously extending two sides of the lower geomembrane 3 upwards to form an extension part 3.3, paving coarse sand protection layers 5.1 with the thickness of 0.5 m on two sides of the extension part 3.3, and synchronously filling the coarse sand protection layers 5.1 and the gravel excavation material 5;
(4) excavating a height position from a reservoir basin 1.2 in the middle of the regulating reservoir 1 to a reservoir bottom excavation line 1.1 while constructing the reservoir dike 1.3;
(5) paving a first coarse sand cushion layer 5.2 with the thickness of 15cm on the bottom excavation line 1.1 in the step (4), and paving a lower geomembrane 3 and a second coarse sand cushion layer 5.3 with the thickness of 15cm on the first coarse sand cushion layer 5.2 in sequence;
(6) the gravel excavation material 5 at the upper part of the second coarse sand cushion layer 5.3 in the step (5) reaches the bottom elevation of the coarse sand lower cushion layer 8 of the upper geomembrane 4;
(7) paving a coarse sand lower cushion 8 with the thickness of 15cm on the upper part of the gravel excavation material 5 in the step (6), paving an upper geomembrane 4 on the coarse sand lower cushion 8, pouring a plurality of concrete bases 7 on the upper geomembrane 4, extending the upper geomembrane 4 into the concrete bases 7, and embedding PVC drain pipes 7.1 in the concrete bases 7;
(8) sequentially paving a coarse sand upper cushion layer 9 with a thickness of 15cm and a dry masonry stone 10 with a thickness of 30 cm on the upper part of the upper geomembrane 4, and finally installing a check valve 6 in the PVC drain pipe 7.1 of the step (7);
(9) and connecting the two sides of the upper geomembrane 4 and the lower geomembrane 3 into a whole and pouring the two sides into a concrete structure at the top of the reservoir dike 1.3 to form a closed structure.
TABLE 1
The parts not described in detail above are all prior art.
Claims (6)
1. A method for arranging an anti-seepage and anti-lifting structure of a basin is characterized by comprising the following steps of: it comprises a base basin seepage-proofing and lifting-resisting structure, the lower surface of a base dike (1.3) of a regulating base (1) is cleaned in advance until a designed clear base line (2), a lower geomembrane (3) is paved above the clear base line (2),
backfilling an egg gravel excavation material (5) in the upper direction of the lower geomembrane (3), paving an upper geomembrane (4) above the egg gravel excavation material (5), and installing a plurality of check valves (6) on the upper geomembrane (4);
the two ends of the lower geomembrane (3) extend upwards to the top of the reservoir dike (1.3) to form an extension part (3.3), and the extension part (3.3) and the upper geomembrane (4) are connected into a closed whole;
comprises the following steps of;
(1) firstly, clearing and excavating a base of a bank dike (1.3) which is arranged along a river of an adjusting bank (1) until the designed elevation position of a clear base line (2);
(2) a first coarse sand cushion layer (5.2) with the thickness of 15cm, a lower geomembrane (3) and a second coarse sand cushion layer (5.3) with the thickness of 15cm are sequentially and horizontally paved at the lower part of the reservoir dike (1.3);
(3) filling the reservoir dike (1.3) by adopting the gravel excavation material (5), simultaneously extending the lower geomembrane (3) upwards to form an extension part (3.3), paving coarse sand protection layers (5.1) with the thickness of 0.5 m on two sides of the extension part (3.3), and filling the coarse sand protection layers (5.1) and the gravel excavation material (5) synchronously;
(4) excavating a warehouse basin (1.2) in the middle of the warehouse (1) to the elevation position of a warehouse bottom excavation line (1.1) while constructing the warehouse dike (1.3);
(5) paving a first coarse sand cushion layer (5.2) with the thickness of 15cm along the bottom excavation line (1.1) in the step (4), and paving a lower geomembrane (3) and a second coarse sand cushion layer (5.3) with the thickness of 15cm on the first coarse sand cushion layer (5.2) in sequence;
(6) the gravel excavation material (5) at the upper part of the second coarse sand cushion layer (5.3) in the step (5) reaches the bottom elevation of the coarse sand lower cushion layer (8) of the upper geomembrane (4);
(7) paving a coarse sand lower cushion layer (8) with the thickness of 15cm on the upper part of the gravel excavation material (5) in the step (6), paving an upper geomembrane (4) upwards on the coarse sand lower cushion layer (8), pouring a plurality of concrete bases (7) on the upper geomembrane (4), extending the upper geomembrane (4) into the concrete bases (7), and embedding PVC drain pipes (7.1) in the concrete bases (7);
(8) a coarse sand upper cushion layer (9) with the thickness of 15cm and a dry masonry stone (10) with the thickness of 30 cm are sequentially paved upwards on the upper part of the upper geomembrane (4), and finally a check valve (6) is arranged in the PVC drain pipe (7.1) of the step (7);
(9) and connecting the two sides of the upper geomembrane (4) and the lower geomembrane (3) into a whole and pouring the two sides into a concrete structure at the top of the reservoir dike (1.3) to form a closed structure.
2. The method for arranging the anti-seepage and anti-lifting structure of the basin according to claim 1, which is characterized in that: the coarse sand lower cushion layer (8) is arranged between the lower surface of the upper geomembrane (4) and the gravel excavation material (5), and the coarse sand upper cushion layer (9) and the dry masonry stone (10) are sequentially paved on the upper surface of the upper geomembrane (4).
3. The arrangement method of the anti-seepage and anti-lifting structure of the basin according to claim 1 or 2, which is characterized in that: an egg gravel excavation material filling area (3.1) is arranged on the outer side of the extension part (3.3) of the lower geomembrane (3), and a lead wire gabion (3.2) is arranged on the outer slope of the egg gravel excavation material filling area (3.1) along the slope.
4. The method for arranging the anti-seepage and anti-lifting structure of the basin according to claim 3, which is characterized in that: the sand protection layer (5.1) is longitudinally arranged between the inner side of the extension part (3.3) of the lower geomembrane (3) and the gravel excavation material (5) and between the outer side of the extension part (3.3) and the gravel excavation material filling area (3.1), and the sand protection layer (5.1) is laid flush with the gravel excavation material (5) and the gravel excavation material filling area (3.1).
5. The arrangement method of the anti-seepage and anti-lifting structure of the basin according to claim 4, which is characterized in that: the depth of the lower geomembrane (3) from the upper surface of the dry masonry stone (10) is 2-4 meters.
6. The arrangement method of the anti-seepage and anti-lifting structure of the basin according to claim 4 or 5, which is characterized in that: a first coarse sand cushion layer (5.2) is paved between the lower geomembrane (3) and the clear foundation line (2), and a second coarse sand cushion layer (5.3) is paved between the upper side of the lower geomembrane (3) and the gravel excavation material (5).
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| CN108547260A (en) * | 2018-06-05 | 2018-09-18 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of full library basin Anti-seeping technology structure of karst area and construction method |
| CN109555084B (en) * | 2019-01-17 | 2023-09-12 | 中国电建集团华东勘测设计研究院有限公司 | Reservoir bottom geomembrane impermeable-laid gas collection and exhaust structure and construction method thereof |
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| CN101429757A (en) * | 2008-12-10 | 2009-05-13 | 河南国网宝泉抽水蓄能有限公司 | Construction method for asphalt concrete and clay soil anti-seepage connector and full anti-seepage dam basin |
| CN202767031U (en) * | 2012-03-16 | 2013-03-06 | 中国水电顾问集团华东勘测设计研究院 | Reservoir basin clay paving and seepage preventing structure |
| CN102839629B (en) * | 2012-08-17 | 2015-05-20 | 北京科技大学 | Method and structure for disturbed riverbed seepage-proof governing |
| CN102995599B (en) * | 2012-11-15 | 2015-01-21 | 西安理工大学 | Anti-freeze anti-seepage water diversion treatment method of collapsible loess water-conveyance canal |
| CN207727514U (en) * | 2017-09-27 | 2018-08-14 | 长江勘测规划设计研究有限责任公司 | A kind of library basin antiseepage is anti-to lift structure |
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