Prestressed reinforced soil embankment retaining structure
By using prestressed reinforced soil embankment retaining structures, the problems of insufficient integrity and stability of traditional reinforced soil retaining walls are solved, enabling rapid embankment filling and high bearing capacity, and improving seismic performance and overall stability.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- CHINA RAILWAY NO 5 ENGINEERING GROUP CO LTD
- Filing Date
- 2025-05-08
- Publication Date
- 2026-05-19
AI Technical Summary
Traditional reinforced soil retaining walls suffer from insufficient compaction of the fill material near the wall surface, resulting in poor integrity and stability, poor seismic performance, and limited ultimate pull-out strength of the prestressed tendons, leading to a high risk of embankment instability.
The prestressed reinforced earth embankment retaining structure includes a wall foundation, a reverse seepage layer, geotextile retaining body, cast-in-place outer wall, multiple layers of reinforcing mesh, multiple layers of tie mesh, and multiple layers of prestressed tendon mesh. These are connected by pressure plates and anchor heads to form a highly integrated embankment retaining structure. The prestressed tendon mesh provides lateral compressive stress to enhance the compaction and stability of the fill material.
It enables rapid filling, full compaction, good seismic performance, and high bearing capacity of embankment retaining structures, reduces the bearing capacity requirements of the foundation, reduces the risk of deformation and collapse, and improves the overall quality of the embankment.
Smart Images
Figure CN224259442U_ABST
Abstract
Description
Technical Field
[0001] This utility model relates to the field of road construction technology, and in particular to a prestressed reinforced earth embankment retaining structure. Background Technology
[0002] The retaining structures of embankments generally adopt rigid structures such as gravity retaining walls or cantilever retaining walls, which have high requirements for foundation deformation and poor seismic performance. The wall surface of traditional reinforced soil retaining walls is usually assembled from prefabricated slabs or modules, and the reinforcement material is connected to the wall surface, which ensures the stability of the retaining wall to a certain extent. However, traditional reinforced soil retaining walls have the following disadvantages: (1) The compaction degree of the fill near the wall surface is insufficient, which is not conducive to the stability and deformation control of the retaining wall; (2) The overall integrity of the assembled wall surface is insufficient, which is a typical flexible retaining wall, which may cause large local deformation or even wall collapse failure; (3) Unlike the active application of pressure by prestressing, the reinforcement and soil of reinforced soil are passively subjected to force. The price of the reinforcement material is that the reinforcement / soil undergoes relative deformation (trend), so the deformation may be large. In addition, the form of applying prestress can be tensioned on a structure similar to anchor plate retaining walls or directly achieved by tensioning. However, traditional anchor plate retaining walls cannot withstand large prestresses due to the limited ultimate pull-out force of the anchor plate. If the prestressed tendons of a traditional tie-type retaining wall structure fail, the retaining walls on both sides may collapse simultaneously, increasing the risk of embankment instability. Utility Model Content
[0003] This invention aims to solve at least one of the technical problems existing in the prior art. To this end, this invention proposes a prestressed reinforced soil embankment retaining structure, which can improve the integrity and stability of the embankment and effectively enhance its quality.
[0004] A prestressed reinforced earth embankment retaining structure according to an embodiment of the present invention includes a wall foundation, a reverse seepage layer, geotextile bags, a cast-in-place outer wall, multiple layers of reinforcing mesh, multiple layers of tie mesh, and multiple layers of prestressed tendon mesh. The wall foundation is located at the bottom outer side of the embankment core; the reverse seepage layer is located on the outer side of the embankment core; the geotextile bags include multiple layers of geotextile bags, stacked on the wall foundation and located outside the reverse seepage layer; one end of each of the multiple reinforcing meshes is located inside the embankment core, and the other end of each of the multiple reinforcing meshes wraps around several layers of geotextile bags and extends into the embankment core; the cast-in-place outer wall is located on the wall foundation and located outside the geotextile bags; one end of each of the multiple tie meshes is distributed vertically within the embankment core, and the other end of each of the multiple tie meshes passes through the reverse seepage layer and the geotextile bags, and the other end of each of the multiple tie meshes is connected to the... The reinforcement connection of the cast-in-place exterior wall is described; one end of each of the multiple layers of prestressed tendon mesh is connected to a pressure plate, and multiple pressure plates are distributed vertically within the embankment core. The multiple pressure plates are arranged in pairs, with one pair of pressure plates located on the left and right sides of the embankment core. The other end of the multiple layers of prestressed tendon mesh passes through the reverse seepage layer and the geotextile bag retainer, and the other end of each of the multiple layers of prestressed tendon mesh is connected to the outer surface of the cast-in-place exterior wall through anchor heads. The prestressed tendon mesh located on the left side of the embankment core is connected to the pressure plate located on the right side of the embankment core, and the prestressed tendon mesh located on the right side of the embankment core is connected to the pressure plate located on the left side of the embankment core.
[0005] It has at least the following beneficial effects:
[0006] The embankment retaining structure is a vertical structure, constructed simultaneously with the embankment core. This allows for rapid embankment filling, thorough compaction of the fill material, and in-situ casting of the outer wall with single-sided formwork. It leverages the advantages of opposing pressure plates on both sides, high ultimate pull-out resistance, and high overall stability. The embankment retaining structure and the entire embankment possess advantages such as good seismic performance, high bearing capacity, low requirements for foundation bearing capacity, and resistance to large deformations, thus improving the overall quality of the embankment.
[0007] According to some embodiments of this utility model, it also includes multiple drainage pipes located at the bottom of the geotextile bag retainer, with one end of the drainage pipe located at the bottom of the reverse seepage layer and the other end of the drainage pipe located on the outer side of the cast-in-place exterior wall.
[0008] According to some embodiments of this utility model, all the pressure plates are provided with a first through hole. The prestressed tendon mesh located on the left side of the embankment passes through the first through hole of the pressure plate located on the left side of the cast-in-place outer wall and is connected to the pressure plate located on the right side of the embankment. The prestressed tendon mesh located on the right side of the embankment passes through the first through hole of the pressure plate located on the right side of the cast-in-place outer wall and is connected to the pressure plate located on the left side of the embankment.
[0009] According to some embodiments of this utility model, it also includes a top wall pressure plate, which is disposed on the top of the geotextile bag retainer and the cast-in-place outer wall surface, and the height of the top wall pressure plate is not lower than the height of the embankment core.
[0010] According to some embodiments of the present invention, the prestressed tendon mesh includes multiple steel strands or prestressed reinforcing bars, a protective tube is sleeved on the steel strands or prestressed reinforcing bars, and a lubricant is provided between the steel strands or prestressed reinforcing bars and the protective tube.
[0011] According to some embodiments of this utility model, the reinforcing mesh is a geosynthetic material or a metal material, both ends of the reinforcing mesh are located inside the embankment core, the length of at least one end of the reinforcing mesh located inside the embankment core is greater than 3m, and the interval between two adjacent layers of the reinforcing mesh is 0.3m-0.6m.
[0012] According to some embodiments of the present invention, one end of the reinforcing mesh is connected to several rows of L-shaped anchors, which are located inside the embankment core. The other end of the reinforcing mesh is bent and connected to the reinforcement of the cast-in-place exterior wall.
[0013] According to some embodiments of the present invention, the geotextile bag layer includes multiple geotextile bags, the geotextile bags are geosynthetic materials, and the geotextile bags are filled with soil, sand or gravel.
[0014] According to some embodiments of the present invention, the reverse osmosis layer is made of graded sand and gravel.
[0015] According to some embodiments of this utility model, the wall foundation is made of one or more of plain concrete, rubble, rammed earth, and cement-soil.
[0016] Additional aspects and advantages of this invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description
[0017] The present invention will be further described below with reference to the accompanying drawings and embodiments, wherein:
[0018] Figure 1 This is a schematic diagram of a semi-longitudinal section of an embodiment of the present utility model;
[0019] Figure 2 This is a schematic diagram of a half-cross section of an embodiment of the present utility model;
[0020] Figure 3 This is a partial cross-sectional structural diagram of an embodiment of the present utility model;
[0021] Icon labels:
[0022] Wall base 100;
[0023] 200mm reverse osmosis layer;
[0024] Geobag retaining body 300;
[0025] 400mm reinforced mesh;
[0026] 500mm for cast-in-place exterior wall surface;
[0027] 600 tension mesh; 610 anchoring components;
[0028] Prestressed tendon mesh 700; pressure plate 710; anchor head 720;
[0029] Drain pipe 800;
[0030] 900mm wall top pressure plate. Detailed Implementation
[0031] The embodiments of this utility model are described in detail below. Examples of the embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain this utility model, and should not be construed as limiting this utility model.
[0032] In the description of this utility model, it should be understood that the directional descriptions, such as up, down, front, back, left, right, etc., indicate the directional or positional relationship based on the directional or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this utility model.
[0033] In the description of this utility model, "multiple" refers to two or more, and "several" refers to one, two, or more. The use of "first" and "second" is merely for distinguishing technical features and should not be construed as indicating or implying relative importance, the number of indicated technical features, or the sequential relationship between indicated technical features.
[0034] In the description of this utility model, unless otherwise explicitly defined, terms such as "setting," "installation," and "connection" should be interpreted broadly, and those skilled in the art can reasonably determine the specific meaning of the above terms in this utility model in conjunction with the specific content of the technical solution.
[0035] Taking the length of the embankment core as the front-to-back direction, the outer side of the embankment core refers to the left and / or right side of the embankment core. Depending on the actual terrain conditions, embankment retaining structures are set on the left and / or right sides of the embankment core.
[0036] Reference Figures 1 to 3 This utility model discloses a prestressed reinforced earth embankment retaining structure, including a wall foundation 100, a reverse seepage layer 200, a geotextile bag retaining body 300, a cast-in-place outer wall 500, a multi-layer reinforcing mesh 400, a multi-layer tie mesh 600, and a multi-layer prestressed tendon mesh 700.
[0037] The wall foundation 100 is located at the bottom of the outer side of the embankment core;
[0038] The reverse seepage layer 200 is located on the outside of the dike core;
[0039] The geotextile retaining structure 300 includes multiple geotextile layers, which are stacked on the wall foundation 100 and located outside the reverse seepage layer 200.
[0040] One end of the multi-layer reinforced mesh 400 is located inside the dike core, and the other end of the multi-layer reinforced mesh 400 is wrapped with several layers of geotextile bags and extends into the dike core.
[0041] The cast-in-place exterior wall 500 is set on the wall foundation 100 and is located on the outside of the geotextile retaining body 300;
[0042] One end of the multi-layer reinforcing mesh 600 is distributed vertically within the core of the embankment, and the other end of the multi-layer reinforcing mesh 600 passes through the reverse seepage layer 200 and the geotextile bag retainer 300. The other end of the multi-layer reinforcing mesh 600 is connected to the reinforcement of the cast-in-place outer wall surface 500.
[0043] One end of each multi-layer prestressed tendon mesh 700 is connected to a pressure plate 710. Multiple pressure plates 710 are distributed vertically within the embankment core. The multiple pressure plates 710 are set in pairs, with one pair of pressure plates 710 located on the left and right sides of the embankment core. The other end of the multi-layer prestressed tendon mesh 700 passes through the reverse seepage layer 200 and the geotextile bag retainer 300. The other end of each multi-layer prestressed tendon mesh 700 is connected to the outer surface of the cast-in-place outer wall 500 through an anchor head 720. The prestressed tendon mesh 700 located on the left side of the embankment core is connected to the pressure plate 710 located on the right side of the embankment core, and the prestressed tendon mesh 700 located on the right side of the embankment core is connected to the pressure plate 710 located on the left side of the embankment core.
[0044] The wall foundation 100 supports the geotextile retaining body 300 and the cast-in-place outer wall 500. The reinforcing mesh 400 connects the embankment core and the geotextile retaining body 300 together. The tie mesh 600 connects the embankment core and the cast-in-place outer wall 500 together. The embankment core and the cast-in-place outer wall 500 are connected together by the pressure plate 710, the prestressed tendon mesh 700 and the anchor head 720, resulting in high integrity and stability.
[0045] The geotextile bag layer of the reinforcing mesh 400 extends into the embankment core, ensuring improved compaction and stability of the embankment core during core filling. During the construction of the cast-in-place outer wall 500, the outer formwork of the cast-in-place outer wall 500 can be connected to the reinforcing mesh 600, ensuring the reinforcement of the cast-in-place outer wall 500 and the stability of the outer formwork. After the cast-in-place outer wall 500 is formed, under the tension of the prestressed mesh 700, the fill material between the pressure plates 710 and between the pressure plates 710 and the cast-in-place outer wall 500 increases in strength and stiffness due to lateral compressive stress, providing a large ultimate pull-out force to the pressure plates 710, reducing the risk of prestressed mesh 700 failure, reducing the deformation of the embankment retaining structure, and thus reducing the risk of embankment deformation and collapse.
[0046] The prestressed tendon mesh 700 includes multiple horizontally arranged prestressed tendons, with at least two horizontally distributed prestressed tendons connected to each pressure plate 710. The pressure plates 710 are arranged side-by-side, placed within the pressure zones of opposite pressure plates 710, ensuring sufficient load-bearing capacity for each pressure plate 710. The pressure plate 710 is a rectangular reinforced concrete structure, and its reinforcement is strengthened at the anchorage points to ensure the connection strength between the prestressed tendons and the pressure plate 710, as well as the strength of the pressure plate 710 itself.
[0047] The geotextile retaining structure, consisting of multiple layers of geotextile bags (300mm), multiple layers of reinforcing mesh (400mm), multiple layers of tie mesh (600mm), and multiple layers of prestressed tendon mesh (700mm), can be constructed continuously layer by layer, which is beneficial for compaction and construction. The embankment retaining structure is a vertical structure, constructed simultaneously with the embankment core. This allows for rapid core filling, thorough compaction of the fill material, and cast-in-place casting of the 500mm outer wall surface with single-sided formwork. It leverages the advantages of the 710mm distributed pressure plates (710mm) applying pressure from opposite directions, resulting in strong ultimate pull-out resistance and high overall stability. The embankment retaining structure and the entire embankment possess advantages such as good seismic performance, high bearing capacity, low requirements for foundation bearing capacity, and resistance to large deformations, thus improving the quality of the embankment.
[0048] Reference Figure 1 In some embodiments, the embankment retaining structure also includes multiple drainage pipes 800 located at the bottom of the geotextile retaining body 300. One end of the drainage pipe 800 is located at the bottom of the reverse seepage layer 200, and the other end is located on the outside of the cast-in-place outer wall 500. The drainage pipes 800 can improve the drainage speed of the embankment core and the reverse seepage layer 200, ensure the drainage performance of the embankment filler and the substrate of the reverse seepage layer 200, and further reduce the risk of deformation, settlement and collapse of the embankment retaining structure and the embankment core.
[0049] Reference Figure 1 and Figure 2In some embodiments, all pressure plates 710 are provided with a first through hole. The prestressed tendon mesh 700 located on the left side of the embankment passes through the first through hole of the pressure plate 710 located on the left side of the embankment from outside the cast-in-place outer wall surface 500 on the left side and is connected to the pressure plate 710 located on the right side of the embankment. The prestressed tendon mesh 700 located on the right side of the embankment passes through the first through hole of the pressure plate 710 located on the right side of the embankment from outside the cast-in-place outer wall surface 500 on the right side and is connected to the pressure plate 710 located on the left side of the embankment.
[0050] The first through hole is used to lay the prestressing tendons of the prestressing tendon mesh 700. A double pressure zone is formed between the pressure plates 710 on the left and right sides, which helps to limit the position of the pressure plates 710, so that the pressure plates 710 can apply greater tension to the prestressing tendon mesh 700 and the cast-in-place outer wall surface 500.
[0051] It is understandable that the anchor head 720 can be a nut structure. The anchor head 720 is connected to the prestressing tendons of the prestressing tendon mesh 700 via a threaded structure.
[0052] Reference Figure 1 In some embodiments, the embankment retaining structure also includes a top plate 900, which is located on top of the geotextile bag retaining body 300 and the cast-in-place outer wall 500. The top plate 900 presses down on the geotextile bag retaining body 300 and the cast-in-place outer wall 500 to serve as a side retaining structure. The height of the top plate 900 is not lower than the height of the embankment core.
[0053] In some embodiments, the prestressed tendon mesh 700 includes multiple steel strands or prestressed reinforcing bars, which are prestressed tendons. A protective tube is fitted over the steel strands or prestressed reinforcing bars, and a lubricant is provided between the steel strands or prestressed reinforcing bars and the protective tube. The protective tube serves to protect the steel strands or prestressed reinforcing bars, and the lubricant serves to lubricate between the steel strands or prestressed reinforcing bars and the protective tube. The steel strands or prestressed reinforcing bars can move within the protective tube to facilitate rotation and adjustment.
[0054] In some embodiments, the reinforcing mesh 400 is a geosynthetic material or a metal material. Both ends of the reinforcing mesh 400 are located inside the embankment core. The length of at least one end of the reinforcing mesh 400 located inside the embankment core is greater than 3m. The interval between two adjacent layers of reinforcing mesh 400 is 0.3m-0.6m to ensure the connection effect between the embankment core and each layer of reinforcing mesh 400, and to improve the integrity and strength of the embankment filling material and the embankment retaining structure.
[0055] Reference Figure 1In some embodiments, one end of the reinforcing mesh 600 is connected to several rows of L-shaped anchors 610. The anchors 610 are located inside the embankment core and serve to reinforce the reinforcing mesh 600 within the embankment core. The other end of the reinforcing mesh 600 is bent and connected to the reinforcement of the cast-in-place outer wall 500. The bent structure is beneficial for reinforcing the connection between the reinforcing mesh 600 and the cast-in-place outer wall 500.
[0056] In some embodiments, the geotextile layer includes multiple geotextile bags, which are geosynthetic materials. The geotextile bags are filled with soil, sand, or gravel, which can be sourced locally, reducing costs. The geotextile layer structure formed by stacking the geotextile bags is stable.
[0057] In some of these embodiments, the reverse osmosis layer 200 is made of graded gravel, which has sufficient permeability and support.
[0058] In some embodiments, the wall foundation 100 is made of one or more of plain concrete, rubble, rammed earth, and cement-soil. The cast-in-place exterior wall 500 is a thin-walled structure of 0.2-0.5m.
[0059] This utility model also discloses an embankment, including an embankment core and a prestressed reinforced soil embankment retaining structure as described in the above embodiment. The embankment core is located between two reverse seepage layers (200) distributed on the left and right. The embankment core has high integrity and stability.
[0060] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.
[0061] Of course, this utility model is not limited to the above-described embodiments. Those skilled in the art can make equivalent modifications or substitutions without departing from the spirit of this utility model. All such equivalent modifications or substitutions are included within the scope defined by the claims of this application.
Claims
1. A prestressed reinforced earth embankment retaining structure, characterized in that, include: The wall foundation (100) is located at the bottom of the outer side of the embankment core; A reverse seepage layer (200) is provided on the outside of the core of the dike; The geotextile retaining structure (300) includes multiple geotextile layers, which are stacked on the wall foundation (100) and located outside the reverse seepage layer (200); Multi-layer reinforced mesh (400), one end of the multi-layer reinforced mesh (400) is located inside the embankment core, and the other end of the multi-layer reinforced mesh (400) is wrapped with several layers of geotextile bags and extends into the embankment core; The cast-in-place exterior wall (500) is located on the wall foundation (100) and outside the geotextile retaining body (300); Multi-layer reinforcing mesh (600), one end of the multi-layer reinforcing mesh (600) is distributed vertically within the core of the embankment, and the other end of the multi-layer reinforcing mesh (600) passes through the reverse seepage layer (200) and the geotextile bag retainer (300), and the other end of the multi-layer reinforcing mesh (600) is connected to the reinforcement of the cast-in-place outer wall surface (500); A multi-layer prestressed tendon mesh (700) is provided, with a pressure plate (710) connected to one end of each multi-layer prestressed tendon mesh (700). Multiple pressure plates (710) are distributed vertically within the embankment core, and are arranged in pairs. A pair of pressure plates (710) are located on the left and right sides of the embankment core. The other end of the multi-layer prestressed tendon mesh (700) passes through the reverse seepage layer (200) and the geotextile bag retainer (300). The other end of the multi-layer prestressed tendon mesh (700) is connected to the outer surface of the cast-in-place outer wall (500) through an anchor head (720). The prestressed tendon mesh (700) located on the left side of the embankment core is connected to the pressure plate (710) located on the right side of the embankment core, and the prestressed tendon mesh (700) located on the right side of the embankment core is connected to the pressure plate (710) located on the left side of the embankment core.
2. The prestressed reinforced earth embankment retaining structure according to claim 1, characterized in that: It also includes multiple drainage pipes (800) located at the bottom of the geotextile bag retainer (300), with one end of the drainage pipe (800) located at the bottom of the reverse seepage layer (200) and the other end of the drainage pipe (800) located on the outside of the cast-in-place exterior wall (500).
3. The prestressed reinforced earth embankment retaining structure according to claim 1, characterized in that: All of the pressure plates (710) are provided with a first through hole. The prestressed tendon mesh (700) located on the left side of the embankment passes through the first through hole of the pressure plate (710) located on the left side of the cast-in-place outer wall (500) and is connected to the pressure plate (710) located on the right side of the embankment. The prestressed tendon mesh (700) located on the right side of the embankment passes through the first through hole of the pressure plate (710) located on the right side of the embankment and is connected to the pressure plate (710) located on the left side of the embankment.
4. The prestressed reinforced earth embankment retaining structure according to claim 1, characterized in that: It also includes a top wall pressure plate (900), which is located on top of the geotextile bag retainer (300) and the cast-in-place outer wall (500), and the height of the top wall pressure plate (900) is not lower than the height of the embankment core.
5. A prestressed reinforced earth embankment retaining structure according to claim 1, characterized in that: The prestressed tendon mesh (700) includes multiple steel strands or prestressed steel bars, with a protective tube sleeved on the steel strands or prestressed steel bars, and a lubricant between the steel strands or prestressed steel bars and the protective tube.
6. The prestressed reinforced earth embankment retaining structure according to claim 1, characterized in that: The reinforcing mesh (400) is a geosynthetic material or a metal material. Both ends of the reinforcing mesh (400) are located inside the embankment core. The length of at least one end of the reinforcing mesh (400) located inside the embankment core is greater than 3m. The interval between two adjacent layers of the reinforcing mesh (400) is 0.3m-0.6m.
7. A prestressed reinforced earth embankment retaining structure according to claim 1, characterized in that: One end of the reinforcing mesh (600) is connected to several rows of L-shaped anchors (610), which are located inside the embankment core. The other end of the reinforcing mesh (600) is bent and connected to the reinforcement of the cast-in-place outer wall (500).
8. A prestressed reinforced earth embankment retaining structure according to claim 1, characterized in that: The geotextile bag layer includes multiple geotextile bags, which are geosynthetic materials, and are filled with soil, sand, or gravel.
9. A prestressed reinforced earth embankment retaining structure according to claim 1, characterized in that: The reverse osmosis layer (200) is made of graded gravel.
10. A prestressed reinforced earth embankment retaining structure according to claim 1, characterized in that: The wall foundation (100) is made of one or more of plain concrete, rubble, rammed earth, and cement soil.