Efficient waterproof structure applied to reservoir dam

Abstract

The utility model provides an efficient waterproof structure applied to a reservoir dam, which comprises a dam body arranged above the elevation of a dam bottom and provided with an upstream slope close to the upstream side; the clay anti-seepage inclined wall is backfilled and tamped on the slope surface of the upstream slope; the anti-seepage consolidation film layer covers the surface of the clay anti-seepage inclined wall above the elevation of the dam bottom; the first inverted filter layer covers the upper end of the anti-seepage consolidation film layer; the second inverted filter layer covers the upper end of the first inverted filter layer; the slope protection layer covers the upper end of the second inverted filter layer; the grouting curtain wall is vertically poured and formed below the elevation of the dam bottom and goes deep into the relative water-resisting layer, compared with a traditional single anti-seepage design, the double-layer anti-seepage section design combining the clay anti-seepage inclined wall and the HDPE film is provided, the construction technology and structure are simplified, the anti-seepage effect is remarkably improved, and the construction cost is reduced. And the method is particularly effective for solving the historical and stubborn leakage problem.

Description

Technical Field

[0001] The utility model relates to the technical field of dam waterproof structures, in particular to an efficient waterproof structure applied to reservoir dams. Background Art

[0002] In traditional water conservancy projects, the anti-seepage design of dams usually adopts relatively simple technical solutions, such as single clay inclined walls or core walls and single composite geomembrane anti-seepage designs. Although these traditional methods can meet the basic anti-seepage requirements to a certain extent, they also have some obvious limitations and deficiencies.

[0003] Specifically, in the design of single clay inclined walls or core walls, during long-term use, the structure may become unstable due to factors such as soil settlement and water pressure changes, thus affecting its anti-seepage effect. On the other hand, when using a single composite geomembrane as the anti-seepage layer, this membrane material is mainly composed of polymer materials. Although it has certain anti-seepage performance, it is easily punctured by hard substances such as crushed stones during construction. This not only increases the construction difficulty and cost but also poses a potential leakage hazard. In addition, compared with high-density polyethylene (HDPE) membranes, the durability of such composite geomembranes is lower, and they may require more frequent maintenance and replacement, which will undoubtedly increase the long-term operation cost of the entire project.

[0004] In view of the above problems, it is urgent to develop a more efficient, reliable and durable dam anti-seepage system to improve the safety and economic benefits of water conservancy projects.

[0005] In view of this, the inventor has specifically designed an efficient waterproof structure applied to reservoir dams, and this case is thus generated. Summary of the Utility Model

[0006] In order to solve the above problems, the technical solution of the utility model is as follows:

[0007] An efficient waterproof structure applied to reservoir dams, comprising:

[0008] A dam body, provided above the dam bottom elevation, having a water-facing slope close to the upstream side;

[0009] A clay anti-seepage inclined wall, backfilled and compacted on the slope surface of the water-facing slope;

[0010] An anti-seepage consolidation membrane layer, covering the surface of the clay anti-seepage inclined wall above the dam bottom elevation;

[0011] A first filter layer, covering the upper end of the anti-seepage consolidation membrane layer;

[0012] A second filter layer, covering the upper end of the first filter layer;

[0013] The slope protection layer is laid on the upper end of the second filter layer;

[0014] The grouting curtain wall is vertically cast and formed below the dam bottom elevation and penetrates into the relatively impermeable layer.

[0015] Preferably, the grouting curtain wall is cast and formed through a number of densely arranged single-row grouting curtain holes, and the hole spacing of the grouting curtain holes is 2.5 m.

[0016] Preferably, the grouting curtain wall penetrates 5.0 m into the relatively impermeable layer.

[0017] Preferably, the first filter layer is a medium sand cushion layer, the second filter layer is a crushed stone cushion layer, and the slope protection layer is a dry rubble slope protection.

[0018] Preferably, the thickness of the dry rubble slope protection is 250 mm, the thickness of the crushed stone cushion layer is 150 mm and the particle size d of the crushed stone ranges from 20 to 40 mm, and the thickness of the medium sand cushion layer is 150 mm and the particle size of the medium sand ranges from 5 to 20 mm.

[0019] Preferably, the anti-seepage consolidation membrane layer is a high-density polyethylene (HDPE) membrane with a thickness of 2 mm.

[0020] Preferably, the clay anti-seepage inclined wall is composed of clay, and the permeability coefficient of the clay is ≤ 1×10-5 cm / s.

[0021] Preferably, a concrete capping beam is provided at the top of the grouting curtain wall, the cross-sectional size of the concrete capping beam is 3.0 m × 1.5 m, and the overlapping length of the concrete capping beam and the top of the grouting curtain wall is 0.6 m.

[0022] Preferably, the anti-seepage consolidation membrane layer is embedded between the concrete capping beam and the top of the grouting curtain wall and the embedding length is not less than 1.0 m.

[0023] Preferably, after the clay anti-seepage inclined wall is added, the slope ratio of the water-facing slope is 1:2.5.

[0024] The beneficial effects of the present utility model are as follows:

[0025] Compared with the traditional single anti-seepage design, the present utility model proposes a double-layer anti-seepage section design combining a clay anti-seepage inclined wall and a high-density polyethylene (HDPE) membrane, which not only simplifies the construction process and structure, but also significantly improves the anti-seepage effect, and is particularly effective in solving the long-standing leakage problem. In addition, the above scheme operates stably in practice and is suitable for providing reference for dam projects facing similar leakage problems. Description of the Drawings

[0026] The accompanying drawings described herein are used to provide a further understanding of the present utility model and form a part of the present utility model. The schematic embodiments and descriptions thereof of the present utility model are used to explain the present utility model and do not constitute an improper limitation to the present utility model.

[0027] Among them:

[0028] Figure 1 is the overall sectional structure schematic diagram of the present utility model;

[0029] Figure 2 is the partial sectional structure schematic diagram highlighting the clay anti-seepage inclined wall and the anti-seepage consolidation film layer in the present utility model;

[0030] Figure 3 is the partial sectional structure schematic diagram highlighting the dry rubble slope protection, the gravel cushion layer and the medium sand cushion layer in the present utility model;

[0031] Figure 4 is the partial sectional structure schematic diagram highlighting the grouting curtain wall in the present utility model;

[0032] Figure 5 is one of the installation process schematic diagrams of the waterproof structure in the present utility model;

[0033] Figure 6 is the second of the installation process schematic diagrams of the waterproof structure in the present utility model;

[0034] Figure 7 is the third of the installation process schematic diagrams of the waterproof structure in the present utility model;

[0035] Figure 8 is the fourth of the installation process schematic diagrams of the waterproof structure in the present utility model.

[0036] Label description:

[0037] 10. Dam body; 11. Dam bottom elevation; 12. Relative water-resistant layer; 20. Water-facing slope; 21. Wave wall; 22. Anti-sliding wall; 30. Clay anti-seepage inclined wall; 40. Anti-seepage consolidation film layer; 50. First filter layer; 60. Second filter layer; 70. Slope protection layer; 80. Grouting curtain wall; 81. Foundation section; 82. Sharp section; 90. Concrete capping beam. Specific implementation mode

[0038] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present utility model clearer and more understandable, the following further details the present utility model in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present utility model and are not used to limit the present utility model.

[0039] The existing reservoir is a homogeneous earth-rock dam, and there is a serious leakage problem in the dam body 10. Due to historical construction problems, the reservoir dam body 10 mentioned above is made of "sand bag soil" backfill. After high-pressure rotary jet grouting anti-seepage treatment, there are still multi-factor leakage problems. The following describes the solution to the anti-seepage of the reservoir dam body 10 through the specific implementation method of the high-efficiency waterproof structure.

[0040] See also Figures 1 to 8 , is a highly efficient waterproof structure applied to a reservoir dam as the best embodiment of the utility model, comprising:

[0041] The dam body 10 is located above the dam bottom elevation 11 and has a water-facing slope 20 close to the upstream side;

[0042] The clay anti-seepage inclined wall 30 is backfilled and compacted on the water-facing slope 20;

[0043] The anti-seepage consolidation membrane layer 40 is covered on the surface of the clay anti-seepage inclined wall 30 above the dam bottom elevation 11;

[0044] The first filter layer 50 is disposed on the upper end of the anti-seepage consolidation membrane layer 40;

[0045] The second filter layer 60 is disposed on the upper end of the first filter layer 50;

[0046] The slope protection layer 70 is covered on the upper end of the second filter layer 60;

[0047] The grouting curtain wall 80 is vertically cast below the dam bottom elevation 11 and penetrates into the relative waterproof layer 12 .

[0048] There is a relatively impermeable layer 12 below the dam bottom elevation 11.

[0049] The dam bottom elevation 11 marked in this embodiment is the dam bottom elevation 11 line.

[0050] Specifically, in this embodiment, the built "sand bag soil" dam is used as the dam shell material, and a clay sloping wall anti-seepage body (i.e., clay anti-seepage sloping wall 30) is added upstream of the water-facing slope 20 of the dam body 10. The top width of the clay anti-seepage sloping wall 30 is 4.0m and the bottom width is 6.1m. After the clay anti-seepage sloping wall 30 is backfilled and compacted, the slope surface of the water-facing slope 20 above the dam bottom elevation 11 is then consolidated with a high-density polyethylene (HDPE) membrane for anti-seepage, and curtain grouting is used for full-section anti-seepage below the dam bottom elevation 11. After the slope surface of the clay anti-seepage sloping wall 30 is leveled and compacted, a 250mm dry block stone slope protection, a 150mm crushed stone cushion layer (particle size d=20-40mm), a 150mm medium sand cushion layer (particle size d=5-20mm) and a high-density polyethylene film (HDPE film) are laid from top to bottom.

[0051] Preferably, the grouting curtain wall 80 is formed by pouring through a number of densely arranged single-row grouting holes (not shown in the figure), and the hole spacing of the grouting holes is 2.5 m.

[0052] Preferably, in this embodiment, the cross-section of the grouting curtain wall 80 includes a square base section 81 and a sharp section 82 located at the lower end of the base section 81. The sharp end of the sharp section 82 faces directly downward, and the grouting curtain wall 80 is integrally vertically formed at the dam foundation position below the dam bottom elevation 11.

[0053] Preferably, the grouting curtain wall 80 penetrates 125.0 m into the relatively impermeable layer.

[0054] Preferably, the first filter layer 50 is a medium sand cushion layer, the second filter layer 60 is a gravel cushion layer, and the slope protection layer 70 is a dry rubble slope protection.

[0055] Preferably, the anti-seepage consolidation membrane layer 40 is a high-density polyethylene membrane (HDPE membrane) with a thickness of 2 mm.

[0056] Preferably, the clay anti-seepage inclined wall 30 is composed of clay, and the permeability coefficient of the clay ≤ 1×10 -5 cm / s.

[0057] Preferably, a concrete capping beam 90 is provided at the top of the grouting curtain wall 80. The cross-sectional size of the concrete capping beam 90 is 3.0 m × 1.5 m, and the lap length between the concrete capping beam 90 and the top of the grouting curtain wall 80 is 0.6 m.

[0058] Preferably, to form a closed seepage circle, the anti-seepage consolidation membrane layer 40 (i.e., the high-density polyethylene membrane) needs to be embedded between the concrete capping beam 90 and the top of the grouting curtain wall 80, and the embedding length is not less than 1.0 m.

[0059] Preferably, after adding the clay anti-seepage inclined wall 30, the slope ratio of the water-facing slope 20 is 1:2.5.

[0060] In addition, a C25 concrete pavement layer with a thickness of 200 mm is formed on the top of the dam body 10 (not shown in the figure) to facilitate passage. The original wave wall 21 on the top of the dam body 10 is removed ( Figure 1 The left side in the figure shows the new wave wall 21, and the right side shows the original wave wall 21). A new C25 concrete wave wall 21 is re-cast on the top of the new dry rubble slope protection. In the middle section of the water-facing slope 20 of the dam body 10, an M7.5 mortar rubble anti-sliding wall 22 is added to enhance the stability of the clay anti-seepage inclined wall 30. After the slope surface of the back water slope of the dam body 10 is leveled and compacted, the grid is turned over and turf is sown for slope protection and soil and water conservation.

[0061] The formation process and beneficial effects of the present utility model are as follows:

[0062] First, as Figures 5 - 8As shown in the figure, the dry rubble slope protection on the water-facing slope 20 of the existing dam body 10 is removed, and the existing deformed slope surface on the back water slope is leveled and compacted. Subsequently, a clay anti-seepage inclined wall 30 is backfilled and compacted, the original wave wall 21 is removed, a new wave wall 21 and a landslide resistance wall 22 are built. Curtain grouting holes with a hole spacing of 2.5 m are drilled at positions below the dam bottom elevation 11. The curtain grouting is carried out from top to bottom and by gradually densifying the drilled holes. The grouting slurry is grouted by the cyclic densification method. After the grouting is completed, the holes are sealed. The sealing material is cement mortar. Subsequently, a high-density polyethylene film is covered on the clay anti-seepage inclined wall 30 and extended to the top of the grouting curtain wall 80, and the overlapping length is not less than 1 m. Finally, a concrete capping beam 90 is poured on the top of the grouting curtain wall 80, and the high-density polyethylene film is pressed into the space between the top of the grouting curtain wall 80 and the concrete capping beam 90 to form a closed seepage circle. Finally, a dry rubble slope protection with a thickness of 250 mm, a gravel cushion layer with a thickness of 150 mm (particle size d = 20 - 40 mm), a medium sand cushion layer with a thickness of 150 mm (particle size d = 5 - 20 mm), and a high-density polyethylene film (HDPE film) are sequentially laid from top to bottom at the upper end of the high-density polyethylene film to complete the formation process of the waterproof structure.

[0063] The key point of the present utility model lies in the double-layer anti-seepage structure of the dam body 10 jointly constituted by the clay anti-seepage inclined wall and the high-density polyethylene membrane (2 mm HDPE membrane). The HDPE membrane has good mechanical properties such as waterproof, anti-corrosion, anti-tensile, compressive, puncture-resistant, top-break-resistant, and tear-resistant, which brings greater convenience and guarantee for the anti-seepage project. Moreover, the engineering implementation process is simple, the anti-seepage effect is remarkable, successfully solving the serious leakage problem that has long existed in the reservoir dam body 10, restoring the normal use function of the reservoir, and ensuring the operation safety and water supply efficiency of the dam. After several years of operation monitoring, the anti-seepage structure shows continuous and stable performance, so it is very worthy of popularization and application in similar projects.

[0064] In summary, compared with the traditional single anti-seepage design, the present utility model proposes a double-layer anti-seepage section design combining a clay anti-seepage inclined wall and a high-density polyethylene (HDPE) membrane, which not only simplifies the construction process and structure, but also significantly improves the anti-seepage effect, and is particularly effective for solving the long-standing leakage problem. In addition, the above-mentioned scheme operates stably in practice and is suitable for providing reference for dam projects facing similar leakage problems.

[0065] The present utility model has been described exemplarily above in conjunction with the accompanying drawings. Obviously, the specific implementation of the present utility model is not limited by the above-mentioned manner. As long as various non-substantive improvements are made by adopting the method concept and technical solution of the present utility model, or the concept and technical solution of the present utility model are directly applied to other occasions without improvement, they are all within the protection scope of the present utility model.

Claims

1. A high-efficiency waterproof structure applied to a reservoir dam, characterized in that: include: The dam body (10) is arranged above the dam bottom elevation (11) and has a water-facing slope (20) close to the upstream side; A clay anti-seepage inclined wall (30) is backfilled and compacted on the surface of the water-facing slope (20); An anti-seepage consolidation membrane layer (40) is covered on the surface of the clay anti-seepage inclined wall (30) above the dam bottom elevation (11); A first reverse filtration layer (50) is disposed on the upper end of the anti-seepage consolidation membrane layer (40); A second filter layer (60) is disposed on the upper end of the first filter layer (50); A slope protection layer (70) is provided on the upper end of the second filter layer (60); The grouting curtain wall (80) is vertically cast and formed below the dam bottom elevation (11) and penetrates into the relative waterproof layer (12).

2. The high-efficiency waterproof structure applied to a reservoir dam according to claim 1, characterized in that: The grouting curtain wall (80) is cast and formed by a plurality of densely distributed single-row curtain grouting holes, and the distance between the curtain grouting holes is 2.5 m.

3. The high-efficiency waterproof structure applied to a reservoir dam according to claim 1, characterized in that: The grouting curtain wall (80) penetrates 5.0 m into the relative waterproof layer (12).

4. The high-efficiency waterproof structure applied to a reservoir dam according to claim 1, characterized in that: The first filter layer (50) is a medium sand cushion layer, the second filter layer (60) is a crushed stone cushion layer, and the slope protection layer (70) is a dry block stone slope protection layer.

5. The high-efficiency waterproof structure applied to a reservoir dam according to claim 4, characterized in that: The thickness of the dry block stone slope protection is 250 mm, the thickness of the crushed stone cushion layer is 150 mm and the crushed stone particle size d is between 20-40 mm, and the thickness of the medium sand cushion layer is 150 mm and the medium sand particle size is between 5-20 mm.

6. The high-efficiency waterproof structure applied to a reservoir dam according to claim 1, characterized in that: The anti-seepage consolidation film layer (40) is a high-density polyethylene film with a thickness of 2 mm.

7. The high-efficiency waterproof structure applied to a reservoir dam according to claim 1, characterized in that: The clay anti-seepage inclined wall (30) is made of clay, and the permeability coefficient of the clay is ≤1×10 -5 cm / s.

8. The high-efficiency waterproof structure applied to a reservoir dam according to claim 1, characterized in that: A concrete cap beam (90) is provided on the top of the grouting curtain wall (80). The cross-sectional dimensions of the concrete cap beam (90) are 3.0 m×1.5 m, and the lap length between the concrete cap beam (90) and the top of the grouting curtain wall (80) is 0.6 m.

9. The high-efficiency waterproof structure applied to a reservoir dam according to claim 8, characterized in that: The anti-seepage consolidation membrane layer (40) is embedded between the concrete cap beam (90) and the top of the grouting curtain wall (80) and the embedding length is not less than 1.0 m.

10. The high-efficiency waterproof structure applied to a reservoir dam according to claim 1, characterized in that: After the clay anti-seepage inclined wall (30) is added, the slope ratio of the water-facing slope (20) is 1:2.5.

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