Soft foundation causeway structure for reclamation by enclosing and filling

Abstract

The utility model relates to the technical field of port and waterway engineering and water conservancy and hydropower engineering, and aims to provide a filling reclamation soft foundation dike structure which comprises a drainage cushion layer, a plurality of plastic drainage plates and a dike body ridge body, the drainage cushion layer is used for being laid on a soft foundation, the lower ends of the plastic drainage plates penetrate through the drainage cushion layer to enter the soft foundation, and the lower ends of the plastic drainage plates penetrate through the drainage cushion layer to enter the dike body ridge body. At least multiple layers of geotechnical reinforced sand bags are laid on the drainage cushion layer to form a bag body structure, the side, located on the upstream side, of the bag body structure is a slope, the dike body edge body is arranged on the bag body structure, and inverted filter layers are arranged on the surfaces of the sides, located on the upstream side, of the geotechnical reinforced sand bags and the dike body edge body. And land reclamation materials are filled on the inner sides of the geotechnical reinforced sand bags and the levee body prisms. The causeway structure has the advantages that the occupied area of the outer side of the causeway is obviously reduced, the land reclamation area is effectively increased, the land economic benefit is improved, and the causeway project cost is reduced.

Description

Technical Field

[0001] This utility model is applicable to the fields of port and waterway engineering and water conservancy and hydropower engineering, and specifically relates to a soft foundation embankment structure for land reclamation. Background Technology

[0002] Embankments are very common in port, water conservancy and other engineering projects. When encountering poor soft soil foundations, vertical embankment structures are rarely used due to the high requirements for foundations, large foundation treatment costs, and high project costs. Soft soil embankments often adopt sloping structures with strong adaptability to uneven settlement. The embankment material is generally rubble or bagged sand, and some embankments have 1 to 3 layers of reinforcement added to the bottom of the embankment (the inner and outer lengths of the embankment top front line are similar). The foundation treatment often adopts the plastic drainage board + surcharge preloading drainage consolidation method. This structural scheme is economical, reasonable and easy to construct, and has been widely used.

[0003] Soft soil foundations are characterized by high water content, low strength, and high compressibility. In order to ensure the safety and stability of the embankment structure, conventional sloping embankments often require the installation of counterweight platforms in stages on the outer side. Especially when the embankment is high and the soft soil foundation is deep, the outer counterweight platform is often very wide and the outer slope is relatively gentle. The overall slope is generally about 1:4 to 1:10.

[0004] For land reclamation projects, the outer slope toe line of the embankment is often required not to exceed the land reclamation boundary line. Since the outer slope of the embankment is very gentle, the area from the front edge of the embankment to the outer slope toe line (land reclamation boundary line) occupies a large area, resulting in a corresponding reduction in the actual land reclamation area and a decrease in land economic benefits.

[0005] The outer slope of the embankment is very gentle, and the engineering work of the filter layer and the facing structure is large, resulting in a high cost for the embankment project. Utility Model Content

[0006] Based on this, the purpose of this utility model is to provide a soft foundation embankment structure for land reclamation, which aims to solve the problems of existing conventional sloping structures, such as the large area occupied from the embankment top edge line to the slope toe line (land reclamation red line) leading to a reduction in land reclamation area, and the relatively gentle outer slope of the embankment leading to a high cost of embankment. In this way, the embankment can increase the land reclamation area of ​​the land reclamation project, improve the economic benefits of land, and reduce the cost of embankment.

[0007] To achieve the above objectives, the technical solution adopted by this utility model is as follows:

[0008] A revetment structure for soft foundation reclamation includes:

[0009] The structure comprises a drainage cushion layer, multiple plastic drainage boards, and a levee prism. The drainage cushion layer is laid on a soft foundation. The lower ends of the plastic drainage boards pass through the drainage cushion layer and enter the soft foundation. At least multiple layers of geotextile-reinforced sandbags are laid on the drainage cushion layer to form a bag structure. The side of the bag structure facing the water is a slope. The levee prism is set on the bag structure. Both the geotextile-reinforced sandbags and the levee prism have a filter layer on the surface facing the water. The top of the levee prism has a front edge line and a rear edge line. Land reclamation material is filled on the geotextile-reinforced sandbag located on the right side of the rear edge line.

[0010] Optionally, the drainage cushion layer is a structure in which a geotextile bag is filled with medium or coarse sand, the geotextile bag material has a unit weight of ≤230g / m2, and the particle size of the medium or coarse sand is less than 0.05mm.

[0011] Optionally, the plastic drainage board is of type A, type B, type C or type D, and the spacing between the plastic drainage boards is 0.7 to 1.6 m.

[0012] Optionally, the geotextile reinforced sandbag includes a geotextile bag body and sand material, wherein the sand material is filled in the geotextile bag body, the geotextile bag body material has a unit weight of ≥230g / m2, and the sand material has a particle size greater than 0.075mm with a particle content of greater than 50% and a clay particle (particle size less than 0.05mm) content of less than 10%.

[0013] Optionally, the cross-sectional length of the geotextile reinforced sandbag is 50-150m, and the longitudinal length is 20-40m; the height of each layer of geotextile reinforced sandbag is 0.5-1.0m.

[0014] Optionally, the geotextile reinforced sandbags are divided by the front edge of the top of the embankment prism, and the length of each layer of geotextile reinforced sandbags behind the dividing line is 2 to 6 times the length of the geotextile reinforced sandbags in front of the dividing line.

[0015] Optionally, the embankment prism is formed by filling geotextile bags with sand and stacking them. The geotextile bag material has a unit weight of ≤200g / m2, and the sand has a particle size greater than 0.075mm with a particle content of greater than 50% and a clay particle (particle size less than 0.05mm) content of less than 10%.

[0016] Optionally, the filter layer is composed of non-woven geotextile and bagged crushed stone. The non-woven geotextile is laid on the slope of the geotextile reinforced sandbag and the embankment prism on the water-facing side. The bagged crushed stone is laid on the non-woven geotextile. The bagged crushed stone is crushed stone filled in geotextile bags, and the unit weight of the geotextile bag material is <100g / m2.

[0017] Optionally, the outer side of the filter layer is tightly attached to a stone or concrete block.

[0018] Optionally, cement concrete or asphalt may be laid on top of the embankment prism to form a road.

[0019] Optionally, the land reclamation material may be sand or soil.

[0020] By adopting the above technical solution and comparing it with the prior art, this utility model has the following beneficial effects:

[0021] Multiple layers of geotextile-reinforced sandbags are used, with the length of the sandbags laid behind the embankment crest line being 2 to 6 times that in front of the embankment crest line. This causes the minimum circular sliding surface position to shift to the right, thereby increasing the safety and stability coefficient and effectively improving the safety and stability of the embankment. The reinforcement effect of the extra-long layers of geotextile-reinforced sandbags to the right significantly shortens the outer counterweight platform of the embankment (or eliminates the counterweight platform when the soft soil layer is thin). The outer comprehensive slope is only about 1:2.5 to 1:3, significantly steeper than the conventional 1:4 to 1:10 slope ratio. The distance from the embankment crest line to the outer slope toe line (land reclamation boundary line) is significantly shortened, greatly reducing the land area occupied on the outer side of the embankment, thus effectively increasing the land reclamation area and improving land economic efficiency. The significantly shortened outer counterweight platform (or the absence of a counterweight platform when the soft soil layer is thin) and the steeper comprehensive slope also significantly reduce the amount of work required for the filter layer and facing structure, effectively lowering the embankment construction cost. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the structure of the soft foundation embankment for land reclamation according to this utility model.

[0023] In the diagram: 1. Drainage cushion layer; 2. Plastic drainage board; 3. Geotextile reinforced sandbags; 4. Embankment prism; 5. Filter layer; 6. Face protection material; 7. Road surface material; 8. Embankment crest front line; 9. Land reclamation boundary line; 10. Land reclamation material; 11. Soft foundation. Detailed Implementation

[0024] To make the objectives, technical solutions, and beneficial effects of this utility model clearer, the present utility model will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present utility model and are not intended to limit the scope of the present utility model.

[0025] In the description of this utility model, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc., indicating the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the system or component referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this utility model.

[0026] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this utility model, "a plurality of" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0027] In this utility model, unless otherwise explicitly specified and limited, the terms "installation," "connection," "joining," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this utility model according to the specific circumstances.

[0028] It should be noted that when an element is referred to as being "fixed to" or "set on" another element, it can be directly on the other element or there may be an intervening element. When an element is considered to be "connected to" another element, it can be directly connected to the other element or there may be an intervening element. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and similar expressions used herein are for illustrative purposes only and do not represent the only possible implementation.

[0029] Please see Figure 1 A type of revetment structure for soft soil foundations, such as... Figure 1As shown, the structure includes a drainage cushion layer 1, multiple plastic drainage boards 2, and embankment prisms 4. After the drainage cushion layer 1 is laid, the plastic drainage boards 2 are installed into the soft soil foundation 11. On top of the plastic drainage boards 2, multiple layers of geotextile-reinforced sandbags 3, which are extended inward, are laid. Embankment prisms 4 are provided on the geotextile-reinforced sandbags 3. A filter layer 5 is provided on the outside of the geotextile-reinforced sandbags 3 and embankment prisms 4. A facing material 6 is provided on the outside of the filter layer 5. Road surface material 7 is provided on top of the embankment prisms 4. Land reclamation material 10 is filled on the geotextile-reinforced sandbags 3 located on the right side of the embankment prisms 4.

[0030] Specifically, the drainage cushion layer 1 is laid on the soft foundation 11. The lower end of the plastic drainage board 2 passes through the drainage cushion layer 1 and enters the soft foundation 11. The top of the plastic drainage board 2 is slightly higher than the drainage cushion layer 1 by 10-20cm. At least multiple layers of geotextile reinforced sandbags 3 are laid on the drainage cushion layer 1 to form a bag structure. The side of the bag structure facing the water is a slope, and its facing side is located on the side of the land reclamation boundary line 9. The embankment prism 4 is set on the bag structure. The geotextile reinforced sandbags and the embankment prism are provided with a filter layer 5 on the surface of the side facing the water. The top of the embankment prism 4 has a front edge line 8 and a rear edge line. The land reclamation material 10 is filled on the geotextile reinforced sandbags located on the right side of the rear edge line.

[0031] In this embodiment, the drainage cushion layer 1 is made of drainage sand or medium sand, coarse sand or gravel, with a thickness of generally 1.0 to 2.0 m and a clay content (particle size less than 0.05 mm) of less than 5%; the drainage sand is made of geotextile bags filled with medium or coarse sand, the geotextile bag material has a unit weight of generally ≤230 g / m2, and the clay content (particle size less than 0.05 mm) of the medium or coarse sand is less than 5%.

[0032] In this embodiment, the plastic drainage board 2 is of type A, B, C or D depending on the thickness of the soft foundation 11 and the soil conditions, and the arrangement spacing is generally 0.7 to 1.6m.

[0033] In this embodiment, the geotextile-reinforced sandbag 3 is a geotextile bag filled with sand. The geotextile bag material generally has a unit weight of ≥230g / m2. The sand material has a particle size greater than 0.075mm with a content of more than 50% and a clay particle (particle size less than 0.05mm) content of less than 10%. The cross-sectional length of the geotextile-reinforced sandbag 3 is 50-150m, the longitudinal length is 20-40m, and the height of each layer is 0.5-1.0m. The specific number of layers and length are determined comprehensively according to the stability requirements of the dike. The geotextile-reinforced sandbag 3 is used to reinforce the dike. The top front line 8 serves as the dividing line, with the length on the right being 2 to 6 times that on the left. That is, the length of the reinforced sandbags behind each layer of the dividing line is 2 to 6 times that in front of the dividing line. By extending the sandbags to the right and using multiple layers of reinforced sandbags 3, the width of the outer counterpressure platform can be effectively reduced (or no counterpressure platform is set when the soft foundation 11 is thin). The distance from the top front line 8 of the dike to the outer slope toe line (land reclamation red line 9) is significantly shortened, greatly reducing the land area occupied on the outer side of the dike, thereby effectively increasing the land reclamation area.

[0034] In this embodiment, the embankment prism 4 is filled with sand in geotextile bags. The unit weight of the geotextile bag material is generally ≤200g / m2. The sand has a particle size greater than 0.075mm with a content of more than 50% and a clay particle (particle size less than 0.05mm) content of less than 10%.

[0035] In this embodiment, the filter layer 5 is composed of non-woven geotextile and bagged crushed stone (or crushed stone). The non-woven geotextile is laid on the slope of the geotextile reinforced sandbags and the embankment prism on the water-facing side. The bagged crushed stone is laid on the non-woven geotextile. The bagged crushed stone consists of crushed stone filled in geotextile bags, and the unit weight of the geotextile bag material is generally <100g / m2.

[0036] In this embodiment, the facing material 6 is made of rubble or concrete blocks, depending on the wind and wave conditions in the project area.

[0037] In this embodiment, the road surface material 7 is either cement concrete or asphalt, depending on the usage requirements.

[0038] In this embodiment, the land reclamation material 10 is either sand or soil.

[0039] The specific implementation method of this embodiment is as follows:

[0040] Step 1: First, lay the drainage bedding layer 1.

[0041] Step 2: Then apply the plastic drainage board 2, with the application area on both sides slightly smaller than the drainage pad 1.

[0042] Step 3: After the plastic drainage board 2 is installed, the geotextile reinforcement sandbags 3 are laid in layers. The on-site construction is guided by the monitoring data such as the displacement and pore pressure of the soft foundation 11, and the loading rate is controlled.

[0043] Step 4: After the geotextile reinforcement sandbags 3 are laid, the sandbags of the embankment prism 4 are laid. The on-site construction is guided by the monitoring data such as the displacement and pore pressure of the soft foundation 11, and the loading rate is controlled.

[0044] Step 5: While the geotextile reinforced sandbags 3 and the embankment prisms 4 are being constructed, the filling of the land reclamation material 10 on the inner side of the embankment can be carried out simultaneously or later, depending on the project progress and environmental protection requirements.

[0045] Step Six: After the geotextile reinforced sandbags 3 and the embankment prisms 4 are completed, the reverse filter layer 5 and the facing material 6 are implemented.

[0046] Step 7: After the embankment prism 4 is completed, the road surface material 8 will be applied.

[0047] The above description of the embodiments is provided to enable those skilled in the art to understand and use the present invention. It will be apparent to those skilled in the art that various modifications can be easily made to these embodiments, and the general principles described herein can be applied to other embodiments without inventive effort. Therefore, the present invention is not limited to the above embodiments, and any improvements and modifications made by those skilled in the art based on the disclosure of the present invention without departing from the scope of the present invention should be within the protection scope of the present invention.

Claims

1. A revetment structure for soft foundation land reclamation, characterized in that, include: The structure comprises a drainage cushion layer, multiple plastic drainage boards, and a levee prism. The drainage cushion layer is laid on a soft foundation. The lower ends of the plastic drainage boards pass through the drainage cushion layer and enter the soft foundation. At least multiple layers of geotextile-reinforced sandbags are laid on the drainage cushion layer to form a bag structure. The side of the bag structure facing the water is a slope. The levee prism is set on the bag structure. Both the geotextile-reinforced sandbags and the levee prism have a filter layer on the surface facing the water. The top of the levee prism has a front edge line and a rear edge line. Land reclamation material is filled on the geotextile-reinforced sandbag located on the right side of the rear edge line.

2. The soft soil foundation embankment structure for land reclamation according to claim 1, characterized in that: The drainage cushion layer is a structure in which a geotextile bag is filled with medium or coarse sand. The unit weight of the geotextile bag material is ≤230g / m2, and the particle size of the medium or coarse sand is less than 0.05mm.

3. The soft soil foundation embankment structure for land reclamation according to claim 1, characterized in that: The plastic drainage board is of type A, B, C or D, and the spacing between the plastic drainage boards is 0.7 to 1.6 m.

4. The soft soil foundation embankment structure for land reclamation according to claim 1, characterized in that: The geotextile reinforced sandbag includes a geotextile bag body and sand material. The sand material is filled into the geotextile bag body. The geotextile bag body material has a unit weight of ≥230g / m2. The sand material has a particle size greater than 0.075mm with a content of more than 50% and a particle size less than 0.05mm with a content of less than 10%.

5. The soft soil foundation embankment structure for land reclamation according to claim 1, characterized in that: The cross-sectional length of the geotextile reinforced sandbags is 50–150 m, and the longitudinal length is 20–40 m; the height of each layer of geotextile reinforced sandbags is 0.5–1.0 m.

6. The soft soil foundation embankment structure for land reclamation according to claim 1, characterized in that: The geotextile reinforced sandbags are divided by the front edge of the top of the embankment prism. The length of each layer of geotextile reinforced sandbags behind the dividing line is 2 to 6 times the length of the geotextile reinforced sandbags in front of the dividing line.

7. The soft soil foundation embankment structure for land reclamation according to claim 1, characterized in that: The embankment prism is formed by filling geotextile bags with sand and stacking them. The geotextile bag material has a unit weight of ≤200g / m2, and the sand has a particle size greater than 0.075mm with a content of more than 50% and a particle size less than 0.05mm with a content of less than 10%.

8. The soft soil foundation embankment structure for land reclamation according to claim 1, characterized in that: The filter layer is composed of non-woven geotextile and bagged crushed stone. The non-woven geotextile is laid on the slope of the geotextile reinforced sandbag and the embankment prism on the water-facing side. The bagged crushed stone is laid on the non-woven geotextile. The bagged crushed stone is crushed stone filled in geotextile bags. The unit weight of the geotextile bag material is <100g / m2.

9. The revetment structure for soft soil foundation reclamation according to claim 1, characterized in that: The outer side of the filter layer is closely attached to boulders or concrete blocks, and cement concrete or asphalt is laid on top of the embankment prism to form a road.

10. The soft soil foundation embankment structure for land reclamation according to claim 1, characterized in that: The land reclamation material is either sand or soil.

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