CN212896195U - Double-layer geomembrane core wall rock-fill dam structure - Google Patents
Double-layer geomembrane core wall rock-fill dam structure Download PDFInfo
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- CN212896195U CN212896195U CN202021660654.4U CN202021660654U CN212896195U CN 212896195 U CN212896195 U CN 212896195U CN 202021660654 U CN202021660654 U CN 202021660654U CN 212896195 U CN212896195 U CN 212896195U
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Abstract
The utility model relates to a double-deck geomembrane core rock-fill dam structure. The utility model aims at a double-deck geomembrane core rock-fill dam structure with superior prevention of seepage performance and reliability. The technical scheme of the utility model is that: the utility model provides a double-deck geomembrane core rock-fill dam structure which characterized in that: the rockfill dam is internally provided with a double-layer geomembrane impervious core wall structure body; the double-layer geomembrane anti-seepage core wall structure body is sequentially provided with an upstream sand cushion layer, an upstream geomembrane, a middle silt layer, a downstream geomembrane and a downstream sand cushion layer from upstream to downstream. The utility model is suitable for a hydraulic and hydroelectric engineering field.
Description
Technical Field
The utility model relates to a double-deck geomembrane core rock-fill dam structure. Is suitable for the field of water conservancy and hydropower engineering.
Background
The geomembrane has the advantages of excellent seepage-proofing performance, strong deformability and low investment, and the design of the safe and reliable geomembrane core wall dam is an excellent technical scheme for rockfill dams built on weak foundation layers or by adopting weak soil bodies. However, the geomembrane belongs to easily damaged articles, the possibility of damage in the construction process is high, and the geomembrane serving as a core wall is arranged in the middle of a dam body and cannot be overhauled. Therefore, the geomembrane used as the impervious core wall has to solve the problem of damage possibly existing in the construction and operation process and has enough reliability.
SUMMERY OF THE UTILITY MODEL
The to-be-solved technical problem of the utility model is: aiming at the problems, the double-layer geomembrane core wall rock-fill dam structure with excellent seepage-proofing performance and reliability is provided.
The utility model adopts the technical proposal that: the utility model provides a double-deck geomembrane core rock-fill dam structure which characterized in that: the rockfill dam is internally provided with a double-layer geomembrane impervious core wall structure body;
the double-layer geomembrane anti-seepage core wall structure body is sequentially provided with an upstream sand cushion layer, an upstream geomembrane, a middle silt layer, a downstream geomembrane and a downstream sand cushion layer from upstream to downstream.
And a geomembrane separation strip used for separating the upstream geomembrane from the downstream geomembrane to form a plurality of independent hydraulic units is arranged between the upstream geomembrane and the downstream geomembrane along the elevation.
The upstream geomembrane and the downstream geomembrane are arranged in a zigzag shape in an elevation direction.
The double-layer geomembrane anti-seepage core wall structure body is located on a foundation gallery in the rock-fill dam, the lower ends of an upstream geomembrane and a downstream geomembrane in the double-layer geomembrane anti-seepage core wall structure body are anchored on the top surface of the foundation gallery, and the upper end of the downstream geomembrane is laid on the upstream geomembrane and welded with the upstream geomembrane along the middle silt layer.
And a protective sand layer is arranged between the top surface of the downstream geomembrane and the dam crest structure of the rock-fill dam.
The dam body of the rock-fill dam sequentially comprises an upstream rock-fill area, an upstream dam body transition area, an upstream dam body reverse filter bed area, the double-layer geomembrane impervious core wall structure body, a downstream dam body reverse filter bed area, a downstream dam body transition area, a rock-fill drainage area and a downstream rock-fill area from upstream to downstream;
the upstream rockfill area, the upstream dam transition area, the upstream dam reverse filtering pad area, the downstream dam transition area, the rockfill drainage area and the downstream rockfill area are located on a foundation structure, and the foundation structure comprises a foundation reverse filtering layer and a foundation transition layer located above the foundation reverse filtering layer.
A construction method of the double-layer geomembrane core wall rock-fill dam structure is characterized in that:
excavating a foundation covering layer of the construction dam, and excavating a foundation gallery foundation pit along an impervious line;
pouring a foundation gallery;
rolling the covering layer of the dam foundation to form a foundation surface of the dam body;
constructing a double-layer geomembrane impervious core wall structure body and reverse filter pad areas of an upper dam body and a lower dam body of the double-layer geomembrane impervious core wall structure body in a layered manner, and performing thin-layer compaction construction; the upper geomembrane and the lower geomembrane are obliquely and upwards laid at a certain angle with the horizontal plane, and the turning direction of the geomembrane is changed after a certain elevation is laid, so that the geomembrane forms a continuous back-and-forth fold line shape;
when the double-layer geomembrane anti-seepage core wall structure and the reverse filter bed regions of the dam bodies at the upper and lower reaches are laid at a certain height, filling the dam body filling materials at the upper and lower reaches, and keeping the filling surfaces of the core wall structure and the reverse filter bed regions at the two sides higher than the dam body filling materials at the outer side all the time; the dam filling material comprises a foundation inverse filter layer, a foundation transition layer, an upstream rockfill area, an upstream dam transition area, an upstream dam inverse filter pad area, a downstream dam transition area, a rockfill drainage area and a downstream rockfill area;
during the construction process of the core wall structure body, the reverse filter bedding zone and the dam body filling material, a geomembrane partition zone is welded between the upper geomembrane and the lower geomembrane according to a set elevation;
laying a downstream geomembrane to an upstream geomembrane along the top surface of the middle silt layer and welding the downstream geomembrane with the upstream geomembrane;
and laying a protective sand layer above the downstream geomembrane and constructing a dam crest structure.
The utility model has the advantages that: the utility model adopts a double-layer geomembrane seepage-proofing structure, which greatly improves the reliability of geomembrane seepage-proofing; the geomembrane separation strips arranged at intervals along the elevation are adopted for seepage-proofing segmentation treatment, so that a plurality of independent hydraulic units are formed on the seepage-proofing core wall, and the risk of forming a seepage channel after two layers of geomembranes are damaged at the same time is reduced; silt is filled in the upper geomembrane and the lower geomembrane, and the risk of forming a centralized permeation channel is reduced by utilizing the self-healing function and certain anti-permeability performance of the silt and the reverse filtration protection function of the lower sand cushion layer and the lower reverse filtration cushion layer.
The utility model discloses full play geomembrane deformability is strong, the effectual advantage of material self prevention of seepage, uses through the cooperation of structural design and multiple material, increases prevention of seepage heart wall overall reliability by a wide margin to reduce the mechanical properties requirement of dam to basis, filling material by a wide margin, reduce the technical degree of difficulty and the engineering investment that soft basis and soft rock build the dam, promote the development of green hydraulic construction technique.
Drawings
FIG. 1 is a typical cross-sectional view of an embodiment.
Fig. 2 is a schematic structural diagram of a double-layer geomembrane impervious core wall structure in the embodiment.
Fig. 3 is a schematic view of the bottom end of the double-layer geomembrane impervious core structure in the embodiment.
Fig. 4 is a schematic view of the top end of the double-layer geomembrane impermeable core wall structure in the example.
In the figure: 1. bedrock; 2. a dam foundation overlay; 3. a base inverted filter layer; 4. a base transition layer; 5. protecting the sand layer; 6. an upstream rockfill zone; 7. an upstream dam transition zone; 8. the reverse filtering cushion area of the upstream dam body; 9. a double-layer geomembrane impervious core wall structure body; 9-1, an upstream sand cushion layer; 9-2, an upstream geomembrane; 9-3, a geomembrane division strip; 9-4, a middle silt layer; 9-5, downstream geomembrane; 9-6, a downstream sand cushion layer; 10. a reverse filtering pad region of the downstream dam body; 11. a downstream dam transition zone; 12. a rockfill drainage zone; 13. a downstream rockfill zone; 14. An anti-seepage anchoring mechanism; 16. a base gallery; 17. a wave wall; 18. a dam crest transition material and a dam crest pavement structure.
Detailed Description
The embodiment is a double-layer geomembrane core wall rock-fill dam structure, the bedrock burial depth of a dam foundation is deep, a covering layer of a dam foundation is deep and relatively weak, the rock-fill dam is directly located on the covering layer of the dam foundation, the problem of large deformation of the foundation and a dam body exists, and safe and reliable flexible seepage prevention is realized by arranging a double-layer geomembrane seepage prevention core wall structure body in the middle of the dam body of the rock-fill dam so as to adapt to large deformation.
The rock-fill dam in this embodiment is including setting up the basic corridor on dam foundation overburden layer, and suitable deep digging in basic corridor below to take appropriate basic reinforcement processing measure, subside to warp evenly with control basic corridor, can not appear great differential settlement and lead to corridor fracture, stagnant water tensile failure scheduling problem, basic corridor generally every 10 ~ 15m sets up a structural joint, sets up the stagnant water in the seam.
The surface layer of the covering layer of the dam foundation is loose, the humus layer is dug out, the foundation structure is arranged after the excavation and the rolling by a road roller, and the foundation structure comprises a foundation inverted filter layer and a foundation transition layer which are sequentially arranged.
In this embodiment, the rock-fill dam body of the partitioned filling includes, in order from upstream to downstream, an upstream rock-fill region, an upstream dam body transition region, an upstream dam body reverse filter bed region, a double-layer geomembrane impermeable core wall structure, a downstream dam body reverse filter bed region, a downstream dam body transition region, a rock-fill drainage region, and a downstream rock-fill region, and the double-layer geomembrane impermeable core wall structure is located in the middle of the dam body. In this example, the top of the dam body is provided with a dam crest structure, and the dam crest structure comprises a wave wall, a dam crest transition material and a dam crest pavement structure which are arranged above the normal water storage level of the dam crest.
In this example, a double-layer geomembrane impermeable core structure is located above the underlying foundation gallery, and the core structure comprises, in order from upstream to downstream, an upstream sand cushion layer, an upstream geomembrane, a middle silt layer, a downstream geomembrane, and a downstream sand cushion layer.
The cross sections of the upstream geomembrane and the downstream geomembrane along the elevation direction are in a zigzag shape (large adaptive deformation capacity), the lower ends of the upstream geomembrane and the downstream geomembrane are anchored on a lower foundation gallery through an anti-seepage anchoring mechanism, the left ends and the right ends of the upstream geomembrane and the downstream geomembrane are respectively anchored on the left bank and the right bank of the rock-fill dam through the anti-seepage anchoring mechanism, the lower ends of the upstream geomembrane and the downstream geomembrane in the double-layer geomembrane anti-seepage core wall structure body are anchored on the top surface of the foundation gallery, the lower end of the downstream geomembrane is laid upstream along the elevation of the wave wall bottom after the double-layer geomembrane anti-seepage core wall structure body is laid to the elevation of the wave wall bottom. In the embodiment, after a protective sand layer is paved on the downstream geomembrane surface of the top surface of the middle silt layer, a dam crest transition material and a dam crest highway are constructed.
In this embodiment, the geomembrane dividing strips are arranged between the upper geomembrane and the lower geomembrane at a certain height, the upstream ends of the geomembrane dividing strips are welded with the upper geomembrane, the lower geomembrane is welded with the lower geomembrane, and the left ends and the right ends of the geomembrane dividing strips are respectively anchored on the left bank and the right bank of the rock-fill dam through the anti-seepage anchoring mechanisms.
The specific construction method of the embodiment is as follows:
constructing a dam foundation covering layer, removing loose soil and humus on the surface layer of the foundation in the range of a dam foundation of the dam foundation covering layer, and excavating a foundation pit of the foundation gallery along an anti-seepage line according to the size of the foundation gallery and the soil slope stability requirement;
after foundation treatment and foundation seepage-proofing treatment are carried out on the foundation pit, a foundation gallery is poured, and an installation space of an seepage-proofing anchoring mechanism is reserved at the top of the foundation gallery;
rolling the foundation surface of the dam foundation covering layer to form a foundation surface of a dam body;
constructing an upper geomembrane, a lower geomembrane, the bottom of a riverbed and a two-bank anti-seepage anchoring mechanism, controlling the anchoring height of the two banks to be 2 rolling layers generally, and adopting proper support measures to prevent the geomembrane from being suspended and damaged due to the lack of support of soil at the anchoring parts of the two banks;
constructing a double-layer geomembrane impervious core wall structure body and reverse filtering pad areas of an upper dam body and a lower dam body in a layered mode, and performing thin-layer compaction construction by adopting a non-road roller; the upper geomembrane and the lower geomembrane are obliquely and upwards laid at an angle of 45 degrees with the horizontal plane, and the turning direction of the geomembrane is changed after a certain elevation is laid upwards, so that the geomembrane forms a fold line shape which is continuously turned back and forth;
when the double-layer geomembrane impervious core wall structure body and the reverse filtering pad areas of the upper dam body and the lower dam body are laid to a certain height, filling the dam body filling materials of the upper dam body and the lower dam body, filling at intervals in such a way, and keeping the filling surfaces of the double-layer geomembrane impervious core wall structure body and the reverse filtering pad areas of the upper dam body and the lower dam body higher than the filling materials of the outer dam body all the time until the elevation of the bottom of the wave wall at the top of the dam; the dam filling material comprises a foundation reversed filtering layer, a foundation transition layer, an upstream rockfill area, an upstream dam transition area, an upstream dam reversed filtering pad area, a downstream dam transition area, a rockfill drainage area and a downstream rockfill area.
During the construction process of the core wall structure body, the reverse filter bedding zone and the dam body filling material, a geomembrane separation strip is welded between the upper geomembrane and the lower geomembrane according to a set elevation;
protecting the upstream geomembrane reserved seepage-proofing anchoring mechanism exposed from the dam crest, and constructing a wave wall combined with the reserved seepage-proofing anchoring mechanism above the upstream geomembrane reserved seepage-proofing anchoring mechanism;
laying the upper end of the downstream geomembrane to the position of the upstream geomembrane along a horizontal plane corresponding to the elevation of the bottom of the wave wall, and anchoring the upper end of the downstream geomembrane to the wave wall after welding with the upstream geomembrane;
and laying a protective sand layer on the surface of the downstream geomembrane, and then performing layered rolling construction on the dam crest transition material and the dam crest road.
In the embodiment, the foundation seepage-proofing treatment can adopt a mode of diaphragm wall grouting, curtain grouting or a combination of the diaphragm wall grouting and the curtain grouting according to the condition of the foundation and the seepage-proofing requirement. When the foundation seepage-proofing treatment adopts curtain grouting for seepage-proofing treatment, the curtain grouting construction is carried out by selecting a machine after the dam body is filled to a certain elevation.
Claims (6)
1. The utility model provides a double-deck geomembrane core rock-fill dam structure which characterized in that: the rockfill dam is internally provided with a double-layer geomembrane impervious core wall structure body (9);
the double-layer geomembrane anti-seepage core wall structure body (9) is sequentially provided with an upstream sand cushion layer (9-1), an upstream geomembrane (9-2), a middle silt layer (9-4), a downstream geomembrane (9-5) and a downstream sand cushion layer (9-6) from upstream to downstream.
2. The double-layer geomembrane core rockfill dam structure according to claim 1, wherein: and a geomembrane separation strip (9-3) used for separating the upstream geomembrane (9-5) and the downstream geomembrane (9-2) to form a plurality of independent hydraulic units is arranged between the upstream geomembrane (9-2) and the downstream geomembrane (9-5) along the elevation.
3. The double-layer geomembrane core rockfill dam structure according to claim 1 or 2, wherein: the upstream geomembrane (9-2) and the downstream geomembrane (9-5) are arranged in a zigzag shape in the elevation direction.
4. The double-layer geomembrane core rockfill dam structure according to claim 1, wherein: the double-layer geomembrane seepage-proofing core wall structure body (9) is located on a foundation gallery (16) in the rock-fill dam, the lower ends of an upstream geomembrane (9-2) and a downstream geomembrane (9-5) in the double-layer geomembrane seepage-proofing core wall structure body (9) are anchored on the top surface of the foundation gallery (16), after the double-layer geomembrane seepage-proofing core wall structure body (9) is laid to the bottom elevation of the wave wall (17), the downstream geomembrane (9-5) is laid upstream along the bottom elevation of the wave wall (17), and the downstream geomembrane (9-5) is welded with the upstream geomembrane (9-2) and then anchored on the wave wall (17).
5. The double-layer geomembrane core rockfill dam structure according to claim 4, wherein: and a protective sand layer (5) is arranged between the top surface of the downstream geomembrane (9-5) and the dam crest structure of the rock-fill dam.
6. The double-layer geomembrane core rockfill dam structure according to claim 1, wherein: the dam body of the rock-fill dam sequentially comprises an upstream rock-fill area (6), an upstream dam body transition area (7), an upstream dam body reverse filter bed area (8), the double-layer geomembrane impervious core wall structure body (9), a downstream dam body reverse filter bed area (10), a downstream dam body transition area (11), a rock-fill drainage area (12) and a downstream rock-fill area (13) from upstream to downstream;
the upstream rockfill region (6), the upstream dam transition region (7), the upstream dam reverse filtering pad region (8), the downstream dam reverse filtering pad region (10), the downstream dam transition region (11), the rockfill drainage region (12) and the downstream rockfill region (13) are all located on a foundation structure, and the foundation structure comprises a foundation reverse filtering layer (3) and a foundation transition layer (4) located above the foundation reverse filtering layer (3).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202021660654.4U CN212896195U (en) | 2020-08-11 | 2020-08-11 | Double-layer geomembrane core wall rock-fill dam structure |
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| CN202021660654.4U CN212896195U (en) | 2020-08-11 | 2020-08-11 | Double-layer geomembrane core wall rock-fill dam structure |
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