Structure for treating permeation stability of double-layer embankment foundation

Abstract

The utility model relates to a structure for treating permeation stability of a double-layer embankment foundation, which comprises the embankment foundation, an embankment body is arranged above the embankment foundation, a clay inclined wall is arranged on the upstream side of the embankment body, the bottom of the clay inclined wall is connected with the top of a high-pressure-spraying anti-seepage wall, the bottom of the high-pressure-spraying anti-seepage wall extends into an impervious layer, and the bottom of the high-pressure-spraying anti-seepage wall is connected with the top of the high-pressure-spraying anti-seepage wall. The slope toe of the clay inclined wall is provided with a concrete interlocking block and a grouted rubble foot protection part, the top elevation of the concrete interlocking block protection part is higher than the embankment foot backfill ground line, a geomembrane is arranged at the top of the high-pressure-spraying anti-seepage wall and is laid in the geomembrane tooth groove laying direction, and one end of the geomembrane is fixed in the geomembrane tooth groove fixing direction. The embankment body adopts the clay inclined wall, so that the anti-seepage effect is good, and the embankment foundation deformation adaptability is high. The high-pressure spraying anti-seepage wall is adopted in the embankment foundation, seepage can be effectively blocked, the seepage path can be effectively prolonged, and seepage damage is prevented.

Description

Technical Field

[0001] The utility model relates to a seepage stabilization treatment structure for a levee foundation, in particular to a structure for treating the seepage stabilization of a double-layer levee foundation. Background Art

[0002] In dike water conservancy projects, clay inclined walls are often used for dike body anti-seepage, and anti-seepage walls are often used for dike foundation anti-seepage. Considering only one anti-seepage measure is not ideal for anti-seepage effect. Clay inclined walls and cement soil anti-seepage walls are often used for dike body and foundation anti-seepage. Cement soil mixing piles are suitable for dike foundations of clay, sand, silt, etc., but the applicable conditions are limited. Utility Model Content

[0003] The utility model provides a structure for treating the seepage stability of a double-layer embankment foundation, which can effectively reduce the gradient of the embankment foundation, meet the requirements of the specifications and have good anti-seepage effect.

[0004] The technical solution adopted by the utility model is:

[0005] A structure for dealing with the seepage stability of a double-layer embankment foundation comprises an embankment foundation, an embankment body is arranged above the embankment foundation, a clay inclined wall is arranged on the water-facing side of the embankment body, the bottom of the clay inclined wall is connected with the top of a high-pressure spraying anti-seepage wall, the bottom of the high-pressure spraying anti-seepage wall penetrates into an impermeable layer, the slope foot of the clay inclined wall is provided with concrete interlocking blocks and mortar-laid stone footing protection, the top elevation of the concrete interlocking block protection is higher than the backfill ground line of the embankment foot, a geomembrane is arranged on the top of the high-pressure spraying anti-seepage wall, the geomembrane is laid along the direction of laying the geomembrane groove, and one end of the geomembrane is fixed in the fixed geomembrane groove.

[0006] Preferably, the clay inclined wall is connected to the high-pressure shotcrete anti-seepage wall through clay grooves.

[0007] Preferably, one end of the geomembrane is embedded in the high-pressure spraying anti-seepage wall.

[0008] Preferably, the depth of the bottom of the high-pressure spray anti-seepage wall into the impermeable layer is not less than 1 m.

[0009] Preferably, a crushed stone cushion layer is provided below the concrete interlocking blocks.

[0010] Preferably, the vertical spacing between the laying geomembrane grooves and the fixed geomembrane grooves is 0.5m, the bottom width is 0.2m, the slope ratio on both sides is 1:0.75, and the groove depth is 0.2m.

[0011] Preferably, the mortar-laid stone footing is a pentagon.

[0012] Beneficial effects of the utility model:

[0013] The utility model adopts a clay inclined wall for the embankment body, which has good anti-seepage effect and strong ability to adapt to the deformation of the embankment foundation. The high-pressure spraying anti-seepage wall used in the embankment foundation can effectively prevent seepage and extend the seepage path. The use of water-facing side embankment foot protection can better protect the embankment foot and then protect the connection between the high-pressure spraying anti-seepage wall and the inclined wall to prevent water flow from washing. The high-pressure spraying anti-seepage wall is connected with the geomembrane, which can better reduce the crack seepage caused by the settlement of the high-pressure spraying anti-seepage wall and the clay inclined wall. This method is used to deal with the seepage damage of the double-layer embankment foundation, which can effectively reduce the gradient of the embankment foundation and meet the requirements of the specification. BRIEF DESCRIPTION OF THE DRAWINGS

[0014] Figure 1 It is a structural diagram of a preferred embodiment of the utility model;

[0015] Figure 2 It is a partial structural diagram of an embodiment of the utility model.

[0016] Figure 3 The utility model is a schematic diagram of a mortar-laid stone stanchion structure.

[0017] In the attached figure, 1-embankment foundation, 2-clay inclined wall, 3-high-pressure spraying anti-seepage wall, 4-impermeable layer, 5-clay groove, 6-mortared stone footing, 7-concrete interlocking block, 8-gravel cushion, 9-embankment foot backfill ground line, 10-geomembrane, 11-geomembrane groove along the laying, 12-fixed geomembrane groove, 13-embankment body. DETAILED DESCRIPTION

[0018] In order to further explain the technical means and effects adopted by the present invention to achieve the predetermined purpose of the utility model, the specific implementation method, structure, characteristics and effects of the present invention are described in detail below in combination with the accompanying drawings and preferred embodiments.

[0019] A structure for dealing with the seepage stability of a double-layer embankment foundation comprises an embankment foundation 1, an embankment body 13 is arranged above the embankment foundation 1, a clay inclined wall 2 is arranged on the water-facing side of the embankment body 13, the bottom of the clay inclined wall 2 is connected with the top of a high-pressure spraying anti-seepage wall 3 through a clay tooth groove 5, the bottom of the high-pressure spraying anti-seepage wall 3 penetrates into an impermeable layer 4, the slope foot of the clay inclined wall 2 is provided with a concrete interlocking block 7 and a mortar-laid stone foot 6 for protection, the mortar-laid stone foot 6 is a pentagon, a crushed stone cushion layer 8 is arranged below the concrete interlocking block 7, the top elevation of the concrete interlocking block 7 is higher than the embankment foot backfill ground line 9, a geomembrane 10 is arranged on the top of the high-pressure spraying anti-seepage wall 3, one end of the geomembrane 10 is embedded in the high-pressure spraying anti-seepage wall 3, the geomembrane 10 is laid along the laying geomembrane tooth groove 11, and the geomembrane 10 is fixed in the fixed geomembrane tooth groove 12.

[0020] Example

[0021] See also Figure 1-Figure 3A structure for treating the seepage stability of a double-layer embankment foundation, comprising an embankment foundation 1, a clay inclined wall 2 is set on one side of the embankment body 13, and the soil permeability coefficient is 8.0×10 -6 (cm / s), the top elevation of clay inclined wall 2 is 19.76m, which is 0.5m above the design water level. The top width of clay inclined wall 2 is 3m, which is not less than 1m in horizontal width. The slope ratio of clay inclined wall 2 is 1:2.5, the slope ratio of the embankment is 1:3, and the bottom thickness of clay inclined wall 2 is 1.88m, which is not less than 1 / 4 of the design water depth ΔH in front of the embankment.

[0022] The high-pressure spraying anti-seepage wall 3 set in the embankment foundation 1 is a concrete structure with a minimum thickness of 0.02m. It adopts a swing spraying docking type with a swing spraying hole distance of 1.2m. The top elevation of the high-pressure spraying anti-seepage wall 3 is the bottom of the clay inclined wall 2, which is 14.46m. The depth of the bottom of the high-pressure spraying anti-seepage wall 3 into the impermeable layer 4 is not less than 1m. The impermeable layer 4 has an elevation of 3.45m, and the bottom elevation of the high-pressure spraying anti-seepage wall 3 is 2.45m. The length of the high-pressure spraying anti-seepage wall 3 is 12.01m.

[0023] The clay tooth groove 5 is set under the clay inclined wall 2. The top elevation of the clay tooth groove 5 is 14.46m. The top width of the clay tooth groove 5 is 3m, the bottom width is 1m, the depth is 1m, and the slopes on both sides are 1:1. During the construction process, the clay tooth groove 5 backfilled in the high-pressure spraying anti-seepage wall 3 should be backfilled and rolled on both sides at the same time. When rolling, a small machine should be used to backfill and roll to the designed compaction degree to avoid affecting the anti-seepage wall.

[0024] The concrete interlocking block 7 is arranged at the foot of the slope, and the thickness of the concrete interlocking block 7 is 0.15m. The elevation of the top of the concrete interlocking block 7 is 0.5m above the backfill ground line 9 of the foot of the embankment.

[0025] The crushed stone cushion layer 8 provided below the concrete interlocking block 7 has a thickness of 0.1 m.

[0026] The mortared stone footing 6 is set at the foot of the slope. The buried depth above the mortared stone footing 6 is 1m. The dimensions of the mortared stone footing 6 are upper top width 0.72m, lower top width 0.54m, height 0.6m, slope lengths 0.55m and 0.3m respectively, slope ratios 1:1 and 1:0.33 respectively, and the 0.3m long slope should be connected to the upper top edge.

[0027] The geomembrane 10 is set in the high-pressure spraying anti-seepage wall 3, and the geomembrane 10 is embedded in the high-pressure spraying anti-seepage wall 30.5m, extends 0.5m upward in the vertical direction, is laid along the embankment slope of 1:3, has a vertical length of 0.5m, is laid along the laying geomembrane groove 11, and is fixed at the bottom of the fixed geomembrane groove 12. The vertical spacing between the laying geomembrane groove 11 and the fixed geomembrane groove 12 is 0.5m, the bottom width of the laying geomembrane groove 11 and the fixed geomembrane groove 12 is 0.2m, the slope ratio on both sides is 1:0.75, the groove depth is 0.2m, and the high-pressure spraying anti-seepage wall is a concrete structure.

[0028] The above technical scheme can effectively deal with the seepage stability of the double-layer embankment foundation. The embankment body adopts clay inclined wall, which has good anti-seepage effect and strong ability to adapt to the deformation of the embankment foundation. The high-pressure spraying anti-seepage wall used in the embankment foundation can effectively prevent seepage and extend the seepage path. The use of concrete interlocking blocks and mortar-laid stone footings can better protect the embankment foot and thus protect the connection between the high-pressure spraying anti-seepage wall and the clay inclined wall to prevent water flow from washing. The high-pressure spraying anti-seepage wall is connected to the geomembrane, which can better reduce the crack seepage caused by the settlement of the high-pressure spraying anti-seepage wall and the clay inclined wall. Using this method to treat the double-layer embankment foundation can effectively reduce the gradient of the embankment foundation to meet the requirements of the specification.

[0029] The above description is only a preferred embodiment of the present invention and does not constitute any form of limitation to the present invention. Although the present invention has been disclosed as a preferred embodiment as above, it is not intended to limit the present invention. Any technical personnel in this field can make some changes or modify the technical contents disclosed above into equivalent embodiments without departing from the scope of the technical solution of the present invention. However, any brief modifications, equivalent changes and modifications made to the above embodiments based on the technical essence of the present invention without departing from the content of the technical solution of the present invention are still within the scope of the technical solution of the present invention.

Claims

1. A structure for treating the seepage stability of a double-layer embankment foundation, characterized in that: The invention comprises a dike foundation (1), a dike body (13) is arranged above the dike foundation (1), a clay inclined wall (2) is arranged on the water-facing side of the dike body (13), the bottom of the clay inclined wall (2) is connected with the top of a high-pressure spraying anti-seepage wall (3), the bottom of the high-pressure spraying anti-seepage wall (3) penetrates into an impermeable layer (4), a concrete interlocking block (7) and a mortar-laid stone footing (6) are arranged at the slope foot of the clay inclined wall (2), the protective top elevation of the concrete interlocking block (7) is higher than the backfill ground line of the dike foot, a geomembrane (10) is arranged on the top of the high-pressure spraying anti-seepage wall (3), the geomembrane (10) is laid along the direction of laying geomembrane tooth grooves (11), and one end of the geomembrane (10) is fixed in the fixed geomembrane tooth groove (12).

2. A structure for treating seepage stability of a double-layer embankment according to claim 1, characterized in that: The clay inclined wall (2) is connected to the high-pressure spraying anti-seepage wall (3) through the clay tooth groove (5).

3. The structure for treating the seepage stability of a double-layer embankment according to claim 1 is characterized in that: One end of the geomembrane (10) is embedded in the high-pressure spraying anti-seepage wall (3).

4. The structure for treating the seepage stability of a double-layer embankment according to claim 1, characterized in that: The depth of the bottom of the high-pressure spraying anti-seepage wall (3) penetrating into the impermeable layer (4) is not less than 1m.

5. The structure for treating the seepage stability of a double-layer embankment according to claim 1 is characterized in that: A crushed stone cushion layer (8) is arranged below the concrete interlocking block (7).

6. The structure for treating the seepage stability of a double-layer embankment according to claim 1, characterized in that: The vertical spacing between the laying geomembrane groove (11) and the fixing geomembrane groove (12) is 0.5m, the bottom width is 0.2m, the slope ratio on both sides is 1:0.75, and the groove depth is 0.2m.

7. The structure for treating the seepage stability of a double-layer embankment according to claim 1, characterized in that: The mortar-laid stone footing (6) is pentagonal.

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