An embankment structure
The embankment structure, which combines L-shaped retaining walls with multi-layer backfill soil, utilizes a combination of counterweight platforms and geogrids to optimize earth pressure. This solves the problems of high earth pressure and large footprint of traditional reinforced soil retaining walls in high embankments, thereby improving stability and safety.
Patent Information
- Application Number
- CN202521511808.6
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-07-18
- Publication Date
- 2026-06-16
- Estimated Expiration
- 2035-07-18
AI Technical Summary
Traditional reinforced soil retaining walls in high embankments face significant earth pressure, require large foundations, have limited backfill space, involve a large amount of engineering work, and their overall stability depends on the mechanical properties of the soil and reinforcing materials, thus having considerable limitations.
The design combines an L-shaped retaining wall with multiple layers of backfill soil. It utilizes a combination structure of a counterweight platform and geogrid, optimizes soil pressure through sand cushion and drainage holes, reduces the required thickness of the retaining wall, and combines the advantages of the retaining wall and reinforcement materials to reduce the footprint.
It effectively reduces earth pressure, decreases the thickness of retaining walls, optimizes construction, improves the stability and safety of embankment structures, and reduces the space occupied.
Smart Images
Figure CN224363160U_ABST
Abstract
Description
Technical Field
[0001] This application relates to the field of road engineering technology, specifically to an embankment structure. Background Technology
[0002] In engineering construction, retaining walls are used for lateral protection to reduce the land occupied by embankment filling. However, when the embankment is high, a series of structural problems arise, such as high earth pressure, large foundation at the base of the retaining wall, small backfill space, and a large amount of retaining wall work. In traditional reinforced soil retaining walls, the soil reinforcement material and the outer wall are usually connected to form a whole. However, from the perspective of the overall stress, the overall stability of the slope depends almost entirely on the mechanical properties of the soil and reinforcement material. The main function of the outer wall is surface protection, providing some protection for a small, shallow area. Therefore, when using traditional reinforced soil retaining walls, the backfill needs to be of a certain width to ensure that the reinforcement has sufficient depth to anchor within the sliding surface. Thus, traditional reinforced soil retaining walls have certain limitations in solving the above problems. Summary of the Invention
[0003] This application provides an embankment structure with lower earth pressure, thereby reducing the required thickness of the retaining wall and reducing the footprint to some extent.
[0004] The embankment structure provided in this application includes: an L-shaped retaining wall, wherein the L-shaped retaining wall includes a ballast platform and a side wall, the ballast platform is set on the top of the retaining wall foundation, the side wall is connected to the ballast platform and has a preset height, and two L-shaped retaining walls are arranged in pairs to form a backfill cavity with a preset space.
[0005] The backfill soil layers are arranged in sequence in the backfill cavity, and a geogrid is provided between every 1 to 2 backfill soil layers. The ends of the geogrid are folded in the opposite direction and extend to the geogrid of the upper layer. There is a preset gap between the backfill soil layer and the inner wall of the side wall, and a sand cushion layer is filled in the gap.
[0006] A road structure layer is provided on top of the backfill layer.
[0007] In addition, the embankment structure provided in this application may also have the following additional technical features:
[0008] In one optional embodiment, the inner wall of the side wall is a vertical surface, and the outer wall of the side wall is a sloping surface with a slope ratio of 1:0.1 to 1:0.3. The height of the side wall is defined as H, and the width of the counterweight platform is 0.2H to 0.3H. The gap between two counterweight platforms is filled by a leveling backfill layer before the backfill soil layer is laid.
[0009] In one alternative embodiment, the gap between the backfill soil layer and the inner wall of the side wall is 20-50 cm, and the width of the gap gradually decreases along the direction from the bottom to the top of the side wall; the sand cushion layer includes dry sand, which is backfilled and compacted into the gap after each layer of the backfill soil is set.
[0010] In one alternative embodiment, the side wall is provided with a plurality of drainage holes at intervals, the drainage holes gradually sloping downward from the inner wall surface of the side wall to the outer wall surface, and the drainage holes are blocked with a filter bag at the opening position on the inner wall surface of the side wall.
[0011] In one alternative embodiment, the pavement structure layer comprises a crushed stone subbase, a cement stabilized layer, and a concrete pavement layer laid sequentially, wherein the surface of the concrete pavement layer has a slope that gradually slopes downward from the center to both sides.
[0012] In one alternative, the concrete pavement layer is a permeable pavement, and a drainage layer and a clay sealing layer are provided at the bottom of the crushed stone subbase. The drainage layer is located between the crushed stone subbase and the clay sealing layer, and a drainage perforated pipe passing through the side wall is embedded in the drainage layer. The inclination of the drainage perforated pipe is less than 5%.
[0013] The beneficial effects of this application are as follows:
[0014] The embankment structure in this application comprehensively utilizes the soil-retaining function of the retaining wall and the soil mechanics improvement function of the reinforcing material, effectively combining the advantages of both. The sand cushion layer filling the gap between the backfill layer and the inner wall of the side wall can play a buffering role. The sand cushion layer is passively compacted during the filling of the upper soil, and the geogrid in the lower fill is also stretched, thereby further enhancing the mechanical properties, reducing the increase of soil pressure, thus reducing the thickness requirement of the retaining wall, and can reduce the footprint to a certain extent.
[0015] It should be understood that the above general description and the following detailed description are merely exemplary and do not limit this application. Attached Figure Description
[0016] Figure 1 A schematic diagram of the embankment structure provided in this application in a specific embodiment;
[0017] Figure 2 for Figure 1 A magnified schematic diagram of the embankment structure at the location of the pavement structure layer.
[0018] Attached reference numerals: L-shaped retaining wall 1, counterweight platform 11, side wall 12, retaining wall foundation 2, backfill soil layer 3, sand cushion layer 4, road structure layer 5, crushed stone cushion layer 51, cement stabilized layer 52, permeable pavement 53, clay sealing layer 54, drainage pipe 55, leveling backfill layer 6, drainage hole 7.
[0019] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with this application and, together with the description, serve to explain the principles of this application. Detailed Implementation
[0020] To better understand the technical solution of this application, the embodiments of this application will be described in detail below with reference to the accompanying drawings.
[0021] It should be understood that the described embodiments are merely some embodiments of this application, and not all embodiments. All other technical solutions obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.
[0022] The terminology used in the embodiments of this application is for the purpose of describing particular embodiments only and is not intended to be limiting of this application. The singular forms “a,” “the,” and “the” used in the embodiments of this application and the appended claims are also intended to include the plural forms unless the context clearly indicates otherwise.
[0023] It should be understood that the term "and / or" used in this article is merely a description of the relationship between related objects, indicating that three relationships can exist. For example, A and / or B can represent: A existing alone, A and B existing simultaneously, and B existing alone. Additionally, the character " / " in this article generally indicates that the preceding and following related objects have an "or" relationship.
[0024] It should be noted that the directional terms such as "upper," "lower," "left," and "right" described in the embodiments of this application are used to describe the angles shown in the accompanying drawings and should not be construed as limiting the embodiments of this application. Furthermore, in the context, it should be understood that when it is mentioned that an element is connected "upper" or "lower" to another element, it can be directly connected to the other element "upper" or "lower," or indirectly connected to the other element "upper" or "lower" through an intermediate element.
[0025] like Figure 1-2As shown in the illustration, this application provides an embankment structure. The main structure of this embankment includes an L-shaped retaining wall 1, multiple backfill layers 3, and a pavement structure layer 5. The L-shaped retaining wall 1 includes a counterweight platform 11 and side walls 12. The counterweight platform 11 is located on top of the retaining wall foundation 2. The side walls 12 are connected to the counterweight platform 11 and have a predetermined height. Two L-shaped retaining walls 1 are arranged in pairs to form a backfill cavity with a predetermined space. Multiple backfill layers 3 are sequentially arranged within the backfill cavity, and a geogrid is provided between every 1-2 backfill layers 3. The backfill layers 3 can be reinforced soil. The ends of the geogrid are folded back and extend to the upper geogrid layer. A predetermined gap exists between the backfill layers 3 and the inner wall of the side walls 12, and a sand cushion layer 4 is filled within the gap. The pavement structure layer 5 is located on top of the backfill layers 3.
[0026] In this embodiment, the counterweight platforms 11 of the two L-shaped retaining walls 1 are arranged in pairs and face each other, so that the counterweight platforms 11 and the side walls 12 form a backfill cavity for backfilling the backfill soil layer 3 and the geogrid. This structural arrangement can reduce soil pressure, reduce the cross-sectional size of the retaining wall, reduce the land occupation, reduce the cross-sectional area of the retaining wall structure, and optimize construction.
[0027] Specifically, in traditional retaining walls, the externally assembled precast components only provide slope protection and have a very small impact on improving overall stability. In contrast, the L-shaped retaining wall 1 in this embodiment is separately arranged from the backfill layer 3 and the geogrid. Compared to traditional reinforced retaining walls, the outer concrete structure is a thinned L-shaped retaining wall 1, which possesses a certain degree of soil-retaining function. Furthermore, when reinforced soil is directly backfilled behind the wall, as the backfill height increases, the lateral deformation of the lower soil is constrained by the wall, leading to a gradual increase in soil pressure behind the wall. During this process, the mechanical properties of the reinforcing materials in the soil cannot be further utilized. The embankment structure in this embodiment comprehensively utilizes the retaining function of the retaining wall and the function of the reinforcing material to improve the mechanics of the fill, and effectively combines the advantages of both. The sand cushion layer 4 filling the gap between the backfill layer 3 and the inner wall of the side wall 12 can play a buffering role. The sand cushion layer 4 is passively compacted during the filling of the upper soil, and the geogrid in the lower fill is also stretched, thereby further enhancing the mechanical properties, reducing the increase of soil pressure, thereby reducing the thickness requirement of the retaining wall, and reducing the footprint to a certain extent.
[0028] like Figure 1As shown, in one specific embodiment, the inner wall surface of the side wall 12 is a vertical surface, and the outer wall surface of the side wall 12 is a sloping surface with a slope ratio of 1:0.1 to 1:0.3. If the height of the side wall 12 is defined as H, then the width of the counterweight platform 11 is 0.2H to 0.3H. This structural arrangement optimizes stress distribution, thereby improving the overall stability of the embankment structure after construction. Furthermore, the gap between the two counterweight platforms 11 is filled with a leveling backfill layer 6 before the backfill soil layer 3 is laid. The leveling backfill layer 6 can be concrete, etc., and this is not specifically limited in this paper.
[0029] like Figure 1 As shown, in one specific embodiment, the gap between the backfill soil layer 3 and the inner wall of the side wall 12 is 20-50cm. This gap ensures the thickness of the sand cushion layer 4, thereby ensuring the buffering effect of the sand cushion layer 4. Since the pressure of the backfill soil layer 3 is greater closer to the bottom, the width of the gap gradually decreases along the direction from the bottom to the top of the side wall 12. This allows the bottom-filled sand cushion layer 4 to be thicker. In addition, the sand cushion layer 4 includes dry sand. The dry sand is backfilled and compacted in the gap after each layer of backfill soil layer 3 is set. Specifically, the sand cushion layer 4 can be backfilled after each layer of backfill soil layer 3 is completed. The sand cushion layer 4 is not rolled after backfilling, but is manually tamped with steel rods.
[0030] like Figure 1 As shown, in one specific embodiment, multiple drainage holes 7 are spaced apart on the sidewall 12. The drainage holes 7 gradually slope downwards from the inner wall surface of the sidewall 12 to the outer wall surface, and a filter bag is installed at the opening position of the drainage holes 7 on the inner wall surface of the sidewall 12 to prevent the drainage holes 7 from being blocked. In this embodiment, the drainage holes 7 can drain water from the backfill soil layer 3 in a timely manner, effectively reducing hydrostatic and hydrodynamic pressure, thereby ensuring the stability and safety of the embankment structure. It should be noted that the drainage holes 7 are arranged at intervals along the height and length of the sidewall 12. The spacing between the drainage holes 7 can be preset according to local rainfall and environmental conditions, which is not specifically limited in this article.
[0031] like Figure 1-2 As shown, in one specific embodiment, the road structure layer 5 includes a crushed stone cushion layer 51, a cement stabilized layer 52 and a concrete pavement layer laid in sequence. The surface of the concrete pavement layer has a slope that gradually slopes downward from the middle to both sides. The slope of the slope is generally between 1.5% and 2.5%. In addition, generally speaking, the two sides of the concrete pavement layer are roughly flush with the top of the side wall 12.
[0032] like Figure 1-2As shown, in one specific embodiment, the concrete pavement layer is a permeable pavement 53. A drainage layer and a clay sealing layer 54 are also provided at the bottom of the crushed stone subbase 51. The drainage layer is located between the crushed stone subbase 51 and the clay sealing layer 54, and a drainage perforated pipe 55 is embedded within the drainage layer, passing through the sidewall 12. Along the direction of the perforated pipe, the slope towards the outside is preset to be less than 5%. The clay sealing layer 54 can effectively reduce or prevent a large amount of seepage water from the permeable pavement 53 from entering the backfill soil layer 3, instead draining it through the drainage layer.
[0033] The above are merely preferred embodiments of this application and are not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.
Claims
1. An embankment structure, characterized in that, include: The L-shaped retaining wall includes a counterweight platform and a side wall. The counterweight platform is located on the top of the retaining wall foundation. The side wall is connected to the counterweight platform and has a preset height. Two L-shaped retaining walls are arranged in pairs to form a backfill cavity with a preset space. The backfill soil layers are arranged in sequence in the backfill cavity, and a geogrid is provided between every 1 to 2 backfill soil layers. The ends of the geogrid are folded in the opposite direction and extend to the geogrid of the upper layer. There is a preset gap between the backfill soil layer and the inner wall of the side wall, and a sand cushion layer is filled in the gap. A road structure layer is provided on top of the backfill layer.
2. The embankment structure according to claim 1, characterized in that, The inner wall of the side wall is a vertical surface, and the outer wall of the side wall is a sloping surface with a slope ratio of 1:0.1 to 1:0.
3. The height of the side wall is defined as H, and the width of the counterweight platform is 0.2H to 0.3H. The gap between two counterweight platforms is filled by a leveling backfill layer before the backfill soil layer is laid.
3. The embankment structure according to claim 1 or 2, characterized in that, The gap between the backfill soil layer and the inner wall of the side wall is 20-50cm, and the width of the gap gradually decreases along the direction from the bottom to the top of the side wall; the sand cushion layer includes dry sand, which is backfilled and compacted into the gap after each layer of the backfill soil is set.
4. The embankment structure according to claim 3, characterized in that, Multiple drainage holes are spaced apart on the side wall. The drainage holes gradually slope downward from the inner wall to the outer wall. A filter bag is installed to block the opening of the drainage holes on the inner wall of the side wall.
5. The embankment structure according to claim 1, 2, or 4, characterized in that, The road structure layer includes a crushed stone subbase, a cement stabilized layer and a concrete pavement layer laid in sequence, and the surface of the concrete pavement layer has a slope that gradually slopes downward from the middle to both sides.
6. The embankment structure according to claim 5, characterized in that, The concrete pavement layer is a permeable pavement. The bottom of the crushed stone subbase is also provided with a drainage layer and a clay sealing layer. The drainage layer is located between the crushed stone subbase and the clay sealing layer, and a drainage perforated pipe passing through the side wall is embedded in the drainage layer. The inclination of the drainage perforated pipe is less than 5%.