CN106988272B - Transition structure in concrete and soil stone backfill area in anti-seepage geomembrane cushion layer - Google Patents
Transition structure in concrete and soil stone backfill area in anti-seepage geomembrane cushion layer Download PDFInfo
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- CN106988272B CN106988272B CN201710373503.7A CN201710373503A CN106988272B CN 106988272 B CN106988272 B CN 106988272B CN 201710373503 A CN201710373503 A CN 201710373503A CN 106988272 B CN106988272 B CN 106988272B
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- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
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Abstract
The invention discloses a transition structure of a concrete and rubble backfilling area in an impermeable geomembrane cushion layer, which comprises replacement concrete arranged between structural concrete and the backfilling area; the upper surface of the replacement concrete is diffused outwards to form a gentle slope water dispersing structure; an anti-seepage structure is arranged at the contact position of the replacement concrete and the structural concrete; an extended seepage diameter structure is arranged above the backfill region; a reserved backfill structure is arranged above the extended seepage diameter structure; a natural river sand layer is arranged above the reserved backfilling structure; an embedded grouting pipe is arranged in the replacement concrete and arranged along the structural concrete side line; the invention has the advantages of clear structure, small construction difficulty, high construction speed, low cost input and strong applicability.
Description
Technical Field
The invention relates to a transition structure of a concrete and backfill region, in particular to a transition structure of a concrete and rubble backfill region in an anti-seepage geomembrane cushion layer and a construction method thereof.
Background
In the construction of pumped storage power stations, more and more seepage-proofing reservoirs of the whole reservoir basin adopt geomembranes to resist seepage at the bottom of the reservoir basin; however, the connection belt of earth-rock backfill and a concrete structure often appears when a reservoir basin of the energy storage power station lies below the reservoir basin, the height of a backfill slag body is generally higher, certain settlement deformation tends to exist, and particularly, a cliff type step is easy to appear at the periphery of a concrete structure which is close to relatively invariable settlement; even if the settling period is reserved for settling, the situation is still inevitable under the action of a high water head after water storage; therefore, the bottom of the geomembrane is easy to be hollow, the geomembrane is in a catenary tension state and directly bears the pressure of a water head to cause tension fracture damage, and potential quality safety hazards are left.
Disclosure of Invention
The invention provides a transition structure of a concrete and earth stone backfill area in an impermeable geomembrane cushion layer and a construction method thereof, wherein backfill bodies do not settle to damage a geomembrane.
The technical scheme adopted by the invention is as follows: a transition structure of a concrete and earth stone backfill region in an impermeable geomembrane cushion layer comprises replacement concrete arranged between structural concrete and the backfill region; the upper surface of the replacement concrete is diffused outwards to form a gentle slope water dispersing structure; an anti-seepage structure is arranged at the contact position of the replacement concrete and the structural concrete; an extended seepage diameter structure is arranged above the backfill region; a reserved backfill structure is arranged above the extended seepage diameter structure; a natural river sand layer is arranged above the reserved backfilling structure; be provided with pre-buried grout pipe in the replacement concrete, pre-buried grout pipe is along the arrangement of structural concrete limit line.
Furthermore, the anti-seepage structure comprises filler, an adhesive layer arranged on the surface of the filler and an anti-seepage cover sheet arranged on the surface of the adhesive layer.
Furthermore, a rubber rod is arranged in the filler and close to the contact position of the replacement concrete and the structural concrete.
Furthermore, a contact backfill grouting hole extending into the replacement concrete is formed in the contact position of the backfill region and the structural concrete.
Further, the extension seepage path structure comprises a three-dimensional composite drainage net and a geomembrane arranged above the three-dimensional composite drainage net.
A construction method of a transition structure of concrete and a backfill area in an impermeable cushion layer comprises the following steps: A. filling and grouting the middle upper layer of the backfill region around the structural concrete to form a settlement gentle slope in the backfill region around the structural concrete;
B. replacing part of backfill materials in a backfill area around the structural concrete with replacement concrete, and forming a gentle slope water dispersing structure diffusing outwards on the surface of the replacement retarded concrete;
C. embedding grouting pipes in the process of pouring the replacement concrete, arranging the embedded grouting pipes along the structural concrete boundary, and grouting a backfill area at the bottom of the replacement concrete and the junction of the structural concrete;
D. arranging an anti-seepage structure at the contact position of the replacement concrete and the structural concrete;
E. an extension seepage diameter structure is arranged above the backfill region, a reserved backfill structure is arranged above the extension seepage diameter structure, and a natural river sand layer is arranged above the reserved backfill structure.
Furthermore, the filling grouting adopts low-pressure thick slurry for pouring.
The invention has the beneficial effects that: (1) After the reservoir stores water, the sedimentation amount of the deep backfill region at the bottom of the geomembrane cannot damage the geomembrane, so that the seepage-proofing system damage caused by the damage of the geomembrane is avoided, the reservoir seepage is further caused, and the reservoir safety is threatened;
(2) The invention has the advantages of clear structure, small construction difficulty, high construction speed, low cost input and strong applicability.
Drawings
FIG. 1 is a schematic view of the structure of the present invention.
Fig. 2 is a schematic view of the impermeable structure of the present invention.
In the figure: 1-structural concrete, 2-a backfill area, 3-anchoring concrete, 4-a reserved backfill structure, 5-replacement concrete, 6-a natural river sand layer, 7-a geomembrane anti-seepage structure, 8-an anti-seepage structure, 9-a contact backfill grouting hole, 10-an extended seepage diameter structure,
801-impermeable cover sheet, 802-adhesive layer, 803-filler, 804-rubber rod.
Detailed Description
The invention is further described with reference to the following figures and specific embodiments.
As shown in fig. 1-2, a transition structure of a concrete and masonry backfill region in an impermeable geomembrane cushion comprises a replacement concrete 5 arranged between a structural concrete 1 and a backfill region 2; the upper surface of the replacement concrete 5 is diffused outwards to form a gentle slope water dispersing structure; an anti-seepage structure 8 is arranged at the contact part of the replacement concrete 5 and the structural concrete 1; an extended seepage diameter structure 10 is arranged above the backfill region 2; a reserved backfill structure 4 is arranged above the extended seepage diameter structure 10; a natural river sand layer 6 is arranged above the reserved backfilling structure 4; an embedded grouting pipe is arranged in the replacement concrete 5, and the embedded grouting pipe is arranged along the side line of the structural concrete 1.
Further, the impermeable structure 8 comprises a filler 803, an adhesive layer 802 arranged on the surface of the filler 803, and an impermeable cover sheet 801 arranged on the surface of the adhesive layer 802.
Further, a rubber rod 804 is arranged in the filler 803 near the contact position of the replacement concrete 5 and the structural concrete 1.
Furthermore, a contact backfill grouting hole 9 extending into the replacement concrete 5 is formed in the contact position of the backfill region 2 and the structural concrete 1.
Further, the extended percolation structure 10 includes a three-dimensional composite drainage network and a geomembrane disposed thereover.
A construction method of a transition structure of concrete and a backfill area in an impermeable cushion layer comprises the following steps: A. filling and grouting the middle upper layer of the backfill region 2 around the structural concrete 1 to form a settlement gentle slope in the backfill region 2 around the structural concrete 1;
B. replacing part of backfill materials in a backfill area 2 around the structural concrete 1 with replacement concrete 5, and replacing the surface of the delayed coagulation concrete 5 to form a gentle slope water dispersing structure which diffuses outwards;
C. embedding grouting pipes in the process of pouring the replacement concrete 5, wherein the embedded grouting pipes are arranged along the side line of the structural concrete 1, and grouting is performed on the junction of a backfill area 2 at the bottom of the replacement concrete 5 and the structural concrete 1;
D. arranging an anti-seepage structure 8 at the contact position of the replacement concrete 5 and the structural concrete 1;
E. an extension seepage diameter structure 10 is arranged above the backfill region 2, a reserved backfill structure 4 is arranged above the extension seepage diameter structure 10, and a natural river sand layer 6 is arranged above the reserved backfill structure 4.
Furthermore, the filling grouting adopts low-pressure thick slurry for pouring.
Taking the periphery of a water inlet/outlet tower of a reservoir on the Li Yang pumped storage power station as an example, firstly, filling and grouting are carried out near the tower body, namely in a backfill area 2 in the range of 2-5 m near the structural concrete 1, and the filling and grouting object is the middle upper layer of the backfill area 2; grouting is carried out by adopting low-pressure thick slurry, the row spacing among grouting holes is determined according to the diffusion radius of the slurry, and the part is mainly used for improving the compactness and the compression modulus of the backfill region 2 and reducing the settlement deformation of the backfill region 2 in the range near the periphery of the structural concrete 1; the settlement gentle slope is formed on the tower body, near the tower body and on the periphery of the tower body in a large range, so that settlement steps are reduced, and overlarge uneven deformation is avoided; after the filling and grouting of the backfill area 2 at the periphery of the structural concrete 1 are finished, replacing backfill materials at the periphery of the structural concrete 1 within the range of 1-2 m with a concrete structure to form replacement concrete 5; forming a gentle slope water dispersing structure diffusing outwards on the surface of the replacement concrete 5; the part is equivalent to a circle of skirt edge formed on the periphery of the structural concrete 1, so that the settlement step is further reduced; embedding grouting pipes in the pouring process of the replacement concrete 5, arranging the grouting pipes along the side line of the structural concrete 1, and grouting the junction of a backfill area 2 at the bottom of the replacement concrete 5 and the structural concrete 1; the lower part of the exchange concrete 5 is flushed by a backfill area 2 under the structure concrete 1 to form a cavity; in order to further prevent the water flow at the lower part of the geomembrane from displacing the concrete 5 and the structural concrete 1 downwards and scouring the lower backfilling area 2, the joint of the two types of concrete needs to be subjected to anti-seepage treatment, and an anti-seepage structure 8 is arranged; the impermeable structure 8 comprises filler 803, an adhesive layer 802 arranged on the surface of the filler 803 and an impermeable covering sheet 801 arranged on the surface of the adhesive layer 802; a rubber rod 804 is arranged in the filler 803 close to the contact part of the replacement concrete 5 and the structural concrete 1; the anti-seepage cover plate 801 is an SR anti-seepage cover plate, the filler is SR flexible filler, and the bonding layer is an HK988 coating, so that a comprehensive anti-seepage structure 8 is formed; then, construction of a lengthened warp-penetrating structure 10 is carried out, wherein the lengthened warp-penetrating structure consists of a geomembrane and a three-dimensional composite drainage network, and the geomembrane covers the upper part of the three-dimensional composite drainage network; the earth work film covering area is moderately larger than the filling grouting area of the backfill area 2 to a certain extent; the partial structure has the functions that when water seepage occurs under the membrane, the seepage water can be led out of the periphery of the well to a peripheral far zone, a seepage head and the flow velocity of water flow are reduced, and the backfill zone 2 near the periphery of the well is prevented from being intensively scoured;
a reserved backfill structure 4 is arranged above the extended seepage structure 10, mainly comprises special cushion materials and locally uses natural sand; the structure has the advantages that after the reservoir stores water, when the backfill region 2 around the well subsides, the settlement is supplemented by using partial superelevation, and adverse settlement steps are reduced or even completely avoided; the thickness of the reserved backfill structure 4 is calculated and determined by combining the thickness of the backfill region 2 and a water head; the reserved backfill structure 4 generally has larger grain diameter and is easy to cause puncture risk to the geomembrane, so a natural river sand layer 6 is paved on the upper surface of the reserved backfill structure, and the river sand thickness is about 10 cm; after the construction of the natural river sand layer 6 is finished, the geomembrane anti-seepage structure 7 on the surface layer can be constructed, so as to improve the safety; the geomembrane anti-seepage structure 7 in the area generally adopts a double-layer geomembrane, wherein a surface layer membrane mainly plays a role in resisting water flow scouring, and a lower layer membrane mainly plays a role in structure anti-seepage.
The settlement of the cushion layer at the lower part of the geomembrane is reduced by adopting the filling and grouting of the backfill region 2 and the concrete replacement of the backfill material; then, reducing the influence of local water seepage or erosion and scouring of underground water on a lower cushion layer by utilizing an anti-seepage structure 8 between the contact backfill grouting and the concrete; finally, the influence on the geomembrane anti-seepage system after sedimentation and anti-seepage is minimized through the reserved backfill structure 6 and the natural sand layer 7, and the effect of protecting the geomembrane anti-seepage system is finally achieved; starting from the aspects of reducing the sedimentation amount and uneven deformation of the backfilling area 2 and reducing the influence of sedimentation on the geomembrane; through various structures, the sedimentation amount of the backfill region 2 at the bottom of the geomembrane can not damage the geomembrane after the reservoir stores water, so that the geomembrane is deformed and is reduced to a bearable range of the geomembrane, and the seepage of the reservoir caused by the damage of the geomembrane and the damage of an anti-seepage system is avoided, and the safety of the reservoir is threatened; the construction method has the advantages of clear structure, small construction difficulty, high construction speed, low cost investment, strong applicability and the like.
Claims (6)
1. A construction method of a transition structure of a concrete and earth-rock backfill area in an impermeable geomembrane cushion layer is characterized by comprising the following steps of: the transition structure comprises replacement concrete (5) arranged between the structural concrete (1) and the backfill area (2); the upper surface of the replacement concrete (5) is diffused outwards to form a gentle slope water dispersing structure; an anti-seepage structure (8) is arranged at the contact part of the replacement concrete (5) and the structural concrete (1); an extended seepage diameter structure (10) is arranged above the backfill region (2); a reserved backfill structure (4) is arranged above the extended seepage structure (10); a natural river sand layer (6) is arranged above the reserved backfill structure (4); an embedded grouting pipe is arranged in the replacement concrete (5) and arranged along the side line of the structural concrete (1);
the construction method comprises the following steps:
A. filling and grouting the middle upper layer of the backfill region (2) around the structural concrete (1) to form a settlement gentle slope in the backfill region (2) around the structural concrete (1);
B. replacing part of backfill materials in a backfill area (2) around the structural concrete (1) with replacement concrete (5), and forming a gentle slope water dispersing structure diffusing outwards on the surface of the replacement retarded concrete (5);
C. embedding a grouting pipe in the process of pouring the replacement concrete (5), wherein the embedded grouting pipe is arranged along the side line of the structural concrete (1), and grouting is performed on the junction of a backfill area (2) at the bottom of the replacement concrete (5) and the structural concrete (1);
D. arranging an anti-seepage structure (8) at the contact part of the replacement concrete (5) and the structural concrete (1);
E. an extension seepage diameter structure (10) is arranged above the backfill region (2), a reserved backfill structure (4) is arranged above the extension seepage diameter structure (10), and a natural river sand layer (6) is arranged above the reserved backfill structure (4).
2. The construction method of the transition structure of the concrete and earth and stone backfill area in the impermeable geomembrane cushion layer according to the claim 1, characterized in that: the seepage-proofing structure (8) comprises a filler (803), an adhesive layer (802) arranged on the surface of the filler (803), and a seepage-proofing cover sheet (801) arranged on the surface of the adhesive layer (802).
3. The construction method of the transition structure of the concrete and earth and stone backfill area in the impermeable geomembrane cushion layer according to the claim 2, characterized in that: and a rubber rod (804) is arranged in the filler (803) close to the contact part of the replacement concrete (5) and the structural concrete (1).
4. The construction method of the transition structure of the concrete and earth and stone backfill area in the impermeable geomembrane cushion layer according to the claim 1, characterized in that: and a contact backfill grouting hole (9) extending into the replacement concrete (5) is formed at the contact position of the backfill region (2) and the structural concrete (1).
5. The construction method of the transition structure of the concrete and earth and stone backfill area in the impermeable geomembrane cushion layer according to the claim 1, characterized in that: the extended seepage path structure (10) comprises a three-dimensional composite drainage network and a geomembrane arranged above the three-dimensional composite drainage network.
6. The construction method of the transition structure of the concrete and earth and stone backfill region in the impermeable geomembrane cushion layer according to the claim 1, characterized in that the filling grouting adopts low-pressure thick slurry for pouring.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710373503.7A CN106988272B (en) | 2017-05-24 | 2017-05-24 | Transition structure in concrete and soil stone backfill area in anti-seepage geomembrane cushion layer |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710373503.7A CN106988272B (en) | 2017-05-24 | 2017-05-24 | Transition structure in concrete and soil stone backfill area in anti-seepage geomembrane cushion layer |
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| CN106988272B true CN106988272B (en) | 2023-01-20 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN203334472U (en) * | 2013-06-30 | 2013-12-11 | 陕西建工集团总公司 | Processing structure of junction of filler wall and concrete wall |
| CN203487508U (en) * | 2013-07-17 | 2014-03-19 | 中国水电顾问集团北京勘测设计研究院 | Surface layer waterstop structure used for reinforced concrete face board of frozen reservoir |
| CN203429601U (en) * | 2013-08-21 | 2014-02-12 | 中国水电顾问集团华东勘测设计研究院 | Sealing-up structure for intersection position of reservoir bank water-tight face plate and concrete gravity dam cross joint |
| CN103526724B (en) * | 2013-10-25 | 2016-03-30 | 中国电建集团中南勘测设计研究院有限公司 | The anchoring leakage preventing structure that a kind of reservoir bottom geomembrane is connected with storehouse week collector drain periphery fissure |
| CN204475354U (en) * | 2015-03-09 | 2015-07-15 | 上海环境卫生工程设计院 | The dual-purpose anchoring groove structure of landfill yard |
| CN206986843U (en) * | 2017-05-24 | 2018-02-09 | 中国水利水电第五工程局有限公司 | Concrete and the transition structure of native stone back filled region in a kind of anti-seepage geomembrane bed course |
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