Rooting type retaining wall structure
By adopting a rooted retaining wall structure in steep terrain and using a combination of a support and multiple types of piles, the high cost and safety risks caused by excavation of retaining wall foundation pits is solved, and the effect of reducing costs and improving safety is achieved.
Patent Information
- Application Number
- CN202420880018.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-04-25
- Publication Date
- 2025-03-21
- Estimated Expiration
- 2034-04-25
AI Technical Summary
Under steep terrain conditions, excavation of foundation pits of retaining walls will lead to tall slopes, increase construction costs and have the risk of foundation pit landslides, resulting in casualties.
The rooted retaining wall structure is adopted, including the bearing, friction and anti-pull pile, load-bearing and compressive pile and central pile. Through the installation and selection of these piles, the friction and compressive resistance between the pile and the soil are improved, and the excavation of the foundation pit of the retaining wall is avoided.
It effectively reduces the cost of retaining wall construction, avoids casualties caused by foundation pit landslides, and improves the safety and economics of the project.
Smart Images
Figure CN222648839U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the technical field of geotechnical engineering, and in particular relates to a root-type retaining wall structure. Background Art
[0002] With the continuous improvement of my country's economic level, the construction scale of highways, railways, municipal engineering, etc. has continued to expand. Retaining walls, as a commonly used supporting structure in engineering construction, have been widely used by the engineering community, especially in landslide control, embankment or cutting support, and protection of important structures.
[0003] However, the construction of some retaining walls is also greatly affected by the topography and geological conditions. The main manifestation is that the retaining wall foundation requires a certain embedding depth. When the terrain is steep, the excavation of the retaining wall foundation pit will form a high slope on the mountain side. Not only does it require support for the slope, which is costly, but accidents resulting in casualties due to landslides in the foundation pit will also occur frequently. Therefore, a root-type retaining wall structure is urgently needed to solve the problem. Utility Model Content
[0004] The purpose of the utility model is to provide a root retaining wall structure to solve the above problems.
[0005] To achieve the above purpose, the utility model provides the following solutions:
[0006] A root-type retaining wall structure comprises: a cap, wherein a plurality of friction pull-out piles arranged side by side are fixedly connected to the bottom of the cap near the tail end in the sliding direction of the soil, a plurality of load-bearing compression piles arranged side by side are fixedly connected to the bottom of the cap near the front end in the sliding direction of the soil, a plurality of center piles arranged side by side are fixedly connected to the middle part of the bottom of the cap, a retaining wall is fixedly connected to the top of the cap, and a drainage part is arranged inside the retaining wall.
[0007] Preferably, the cap is provided with a plurality of horizontally arranged transverse anchor piles, wherein the transverse anchor pile is arranged in the gap between two adjacent load-bearing and compression-resistant piles, one end of the transverse anchor pile is fixedly connected to the cap, and the other end of the transverse anchor pile is arranged at the tail end facing the sliding direction of the soil, and the other end of the transverse anchor pile crosses the cap and is inserted into the soil for anchoring.
[0008] Preferably, the friction pull-out pile is coaxially fixed with a third implanted steel bar bundle, the bottom end of the third implanted steel bar bundle is flush with the bottom end of the friction pull-out pile, the top end of the third implanted steel bar bundle passes through the pedestal and extends into the retaining wall, the third implanted steel bar bundle is fixed to the retaining wall, and a third grouting pipe for grouting is buried in the middle of the friction pull-out pile.
[0009] Preferably, the load-bearing compression pile is coaxially fixed with a first implanted steel bar bundle, the bottom end of the first implanted steel bar bundle is flush with the bottom end of the load-bearing compression pile, the top end of the first implanted steel bar bundle passes through the pedestal and extends into the retaining wall, the first implanted steel bar bundle is fixed to the retaining wall, and a first grouting pipe for grouting is buried in the middle of the load-bearing compression pile.
[0010] Preferably, the center pile is coaxially fixed with a second implanted steel bar bundle, the bottom end of the second implanted steel bar bundle is flush with the bottom end of the center pile, the top end of the second implanted steel bar bundle passes through the pedestal and extends into the retaining wall, the second implanted steel bar bundle is fixed to the retaining wall, and a second grouting pipe for grouting is buried in the middle of the center pile.
[0011] Preferably, the diameters of the friction pull-out pile, the center pile and the load-bearing compression pile increase in sequence.
[0012] Preferably, the drainage part includes a plurality of drainage pipes arranged in a matrix, the drainage pipes are arranged obliquely, the high ends of the drainage pipes are arranged close to the tail ends in the sliding direction of the soil, and the drainage pipes are located in the gaps between adjacent first implanted steel bar bundles.
[0013] Compared with the prior art, the utility model has the following advantages and technical effects:
[0014] When in use, first select the buried pile point on the slope, and drill holes at the buried pile point, set a plurality of friction pull-out piles at the tail end near the soil sliding direction, set a plurality of bearing compression piles at the front end near the soil sliding direction, and set a center pile between the friction pull-out piles and the bearing compression piles. The number of friction pull-out piles, bearing compression piles and center piles is the same, and they are all selected to be cast-in-place piles. Crushed stone concrete is selected for the friction pull-out piles to increase the friction between the friction pull-out piles and the drilled holes, and the cap is integrally cast with the plurality of friction pull-out piles, the plurality of bearing compression piles and the plurality of center piles. After the maintenance is completed, a retaining wall is built on the cap. Through the above arrangement, excavation of the retaining wall foundation pit can be avoided, thereby effectively reducing the cost and avoiding casualties caused by foundation pit landslides. BRIEF DESCRIPTION OF THE DRAWINGS
[0015] In order to more clearly illustrate the embodiments of the utility model or the technical solutions in the prior art, the drawings required for use in the embodiments are briefly introduced below. Obviously, the drawings described below are only some embodiments of the utility model. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative labor:
[0016] Figure 1 It is a schematic diagram of the structure of the utility model;
[0017] Figure 2 This is a cross-sectional view of the structure of the utility model;
[0018] Figure 3 This is a top view of the support platform of the utility model;
[0019] Among them, 1. Friction pull-out piles; 2. Bearing compression piles; 3. Center piles; 4. Caps; 5. Transverse anchor piles; 6. First implanted steel bar bundle; 7. Retaining wall; 8. Drain pipe; 9. Second implanted steel bar bundle; 10. Third implanted steel bar bundle; 11. First grouting pipe; 12. Second grouting pipe; 13. Third grouting pipe. DETAILED DESCRIPTION
[0020] The following will be combined with the drawings in the embodiments of the utility model to clearly and completely describe the technical solutions in the embodiments of the utility model. Obviously, the described embodiments are only part of the embodiments of the utility model, not all of the embodiments. Based on the embodiments in the utility model, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the utility model.
[0021] In order to make the above-mentioned purposes, features and advantages of the present invention more obvious and easy to understand, the present invention is further described in detail below in conjunction with the accompanying drawings and specific implementation methods.
[0022] Reference Figures 1 to 3 The utility model discloses a root-type retaining wall structure, comprising: a cap 4, a plurality of friction pull-out piles 1 arranged side by side are fixedly connected to the tail end of the bottom of the cap 4 near the sliding direction of the soil, a plurality of bearing compression piles 2 arranged side by side are fixedly connected to the front end of the bottom of the cap 4 near the sliding direction of the soil, a plurality of center piles 3 arranged side by side are fixedly connected to the middle of the bottom of the cap 4, a retaining wall 7 is fixedly connected to the top of the cap 4, and a drainage part is arranged in the retaining wall 7.
[0023] When in use, first select the pile embedding point on the slope, and drill holes at the pile embedding point, set a plurality of friction pull-out piles 1 at the tail end near the soil sliding direction, set a plurality of load-bearing compression piles 2 at the front end near the soil sliding direction, and set a center pile 3 between the friction pull-out piles 1 and the load-bearing compression piles 2. The number of friction pull-out piles 1, load-bearing compression piles 2 and center piles 3 is the same, and they are all selected to be cast-in-place piles. Crushed stone concrete is selected for pouring the friction pull-out piles 1 to increase the friction between the friction pull-out piles 1 and the drilled holes, and the cap 4 is integrally cast with the plurality of friction pull-out piles 1, the plurality of load-bearing compression piles 2 and the plurality of center piles 3. After the maintenance is completed, a retaining wall 7 is built on the cap 4. Through the above-mentioned arrangement, excavation of the retaining wall foundation pit can be avoided, thereby effectively reducing the cost and avoiding casualties caused by foundation pit landslides.
[0024] A further optimized solution is that the cap 4 is provided with a plurality of horizontally arranged transverse anchor piles 5, the transverse anchor piles 5 are arranged in the gap between two adjacent load-bearing and compression piles 2, one end of the transverse anchor pile 5 is fixedly connected to the cap 4, the other end of the transverse anchor pile 5 is arranged at the tail end in the sliding direction of the soil, and the other end of the transverse anchor pile 5 crosses the cap 4 and is inserted into the soil for anchoring.
[0025] When the retaining wall 7 is built along the slope, when the soil pressure is large, the retaining wall 7 and the pedestal 4 are prone to overturning, causing the retaining wall 7 to fail. The soil pressure is mainly concentrated on the side of the retaining wall 7 close to the tail end of the soil sliding direction, which will cause the friction pull-out piles 1 of the pedestal 4 to have an upward sliding tendency and the load-bearing compression piles 2 to have a downward sliding tendency.
[0026] When pouring the cap 4, holes for the transverse anchor piles 5 are reserved. After the cap 4 is cured, the transverse anchor piles 5 are inserted horizontally into the soil so that one end of the transverse anchor piles 5 is anchored to the soil and the other end is fixed to the cap 4, thereby achieving an anti-overturning function.
[0027] At the same time, the friction pull-out pile 1 is cast with crushed stone concrete, which can increase the friction between the friction pull-out pile 1 and the soil, preventing the friction pull-out pile 1 from being pulled out. The load-bearing compression pile 2 is cast with high-grade concrete to improve the compression resistance, thereby preventing the retaining wall 7 from overturning.
[0028] To further optimize the solution, the friction pull-out pile 1 is coaxially fixed with a third implanted steel bar bundle 10, the bottom end of the third implanted steel bar bundle 10 is flush with the bottom end of the friction pull-out pile 1, the top end of the third implanted steel bar bundle 10 passes through the pedestal 4 and extends into the retaining wall 7, the third implanted steel bar bundle 10 is fixed to the retaining wall 7, and a third grouting pipe 13 for grouting is buried in the middle of the friction pull-out pile 1.
[0029] A further optimized solution is that the load-bearing compression pile 2 is coaxially fixed with a first implanted steel bar bundle 6, the bottom end of the first implanted steel bar bundle 6 is flush with the bottom end of the load-bearing compression pile 2, the top end of the first implanted steel bar bundle 6 passes through the pedestal 4 and extends into the retaining wall 7, the first implanted steel bar bundle 6 is fixed to the retaining wall 7, and a first grouting pipe 11 for grouting is buried in the middle of the load-bearing compression pile 2.
[0030] A further optimized solution is that the center pile 3 is coaxially fixed with a second implanted steel bar bundle 9, the bottom end of the second implanted steel bar bundle 9 is flush with the bottom end of the center pile 3, the top end of the second implanted steel bar bundle 9 passes through the pedestal 4 and extends into the retaining wall 7, the second implanted steel bar bundle 9 is fixed to the retaining wall 7, and a second grouting pipe 12 for grouting is buried in the middle of the center pile 3.
[0031] During grouting, the friction pull-out pile 1, the center pile 3 and the load-bearing compression pile 2 are grouted through the third grouting pipe 13, the second grouting pipe 12 and the first grouting pipe 11 respectively. Before grouting, each first implanted steel bar bundle 6, each second implanted steel bar bundle 9 and each third implanted steel bar bundle 10 are placed in the corresponding drilled holes respectively. The top of each first implanted steel bar bundle 6, each second implanted steel bar bundle 9 and each third implanted steel bar bundle 10 extends out of the top of the pedestal 4. After each friction pull-out pile 1, each center pile 3, each load-bearing compression pile 2 and the pedestal 4 are cast, each first implanted steel bar bundle 6, each second implanted steel bar bundle 9 and each third implanted steel bar bundle 10 extending above the pedestal 4 are used to combine with the retaining wall 7, so that each friction pull-out pile 1, each center pile 3, each load-bearing compression pile 2, the pedestal 4 and the retaining wall 7 form an integrated structure.
[0032] To further optimize the solution, the diameters of the friction pull-out pile 1, the center pile 3 and the load-bearing compression pile 2 are successively increased.
[0033] In order to save project costs, since the anti-overturning function can be achieved through the cooperation of the lateral anchor piles 5 and the friction anti-pull piles 1, and the load-bearing compression piles 2 are mainly used to bear pressure, the compression resistance can be provided by increasing the cross-sectional area of the load-bearing compression piles 2, and the project cost can be saved by reducing the cross-sectional area of the friction anti-pull piles 1.
[0034] A further optimized solution is that the drainage part includes a plurality of drainage pipes 8 arranged in a matrix. The drainage pipes 8 are arranged obliquely. The high ends of the drainage pipes 8 are arranged close to the tail ends in the sliding direction of the soil. The drainage pipes 8 are located in the gaps between adjacent first implanted steel bar bundles 6.
[0035] Before pouring the retaining wall 7, drainage pipes 8 arranged in a matrix are buried in the retaining wall 7, and the high ends of the drainage pipes 8 are arranged close to the tail end in the sliding direction of the soil. The retaining wall 7 is used to prevent the sliding of the soil. When there is more water in the soil, the soil pressure increases. The arrangement of several drainage pipes 8 facilitates the discharge of water in the soil through the drainage pipes 8, while the soil is still blocked by the retaining wall 7, which can effectively reduce the soil pressure and reduce the load on the retaining wall 7.
[0036] In the description of the present invention, it should be understood that the terms "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside" and "outside" etc., indicating orientations or positional relationships, are based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as a limitation on the present invention.
[0037] The embodiments described above are only descriptions of the preferred methods of the present invention, and are not intended to limit the scope of the present invention. Without departing from the design spirit of the present invention, various modifications and improvements made to the technical solutions of the present invention by ordinary technicians in this field should fall within the protection scope determined by the claims of the present invention.
Claims
1. A root retaining wall structure, characterized in that: include: A capping platform (4), wherein a plurality of friction anti-pullout piles (1) arranged side by side are fixedly connected to the bottom of the capping platform (4) near the tail end in the sliding direction of the soil, a plurality of bearing anti-compression piles (2) arranged side by side are fixedly connected to the bottom of the capping platform (4) near the front end in the sliding direction of the soil, a plurality of center piles (3) arranged side by side are fixedly connected to the middle of the bottom of the capping platform (4), a retaining wall (7) is fixedly connected to the top of the capping platform (4), and a drainage part is provided in the retaining wall (7).
2. A root retaining wall structure according to claim 1, characterized in that: The cap (4) is provided with a plurality of horizontally arranged transverse anchor piles (5), wherein the transverse anchor piles (5) are arranged in the gap between two adjacent load-bearing and compression-resistant piles (2), one end of the transverse anchor pile (5) is fixedly connected to the cap (4), and the other end of the transverse anchor pile (5) is arranged toward the tail end in the sliding direction of the soil body, and the other end of the transverse anchor pile (5) crosses the cap (4) and is inserted into the soil body for anchoring.
3. A root retaining wall structure according to claim 1, characterized in that: The friction-pull-out pile (1) is coaxially fixedly connected with a third implanted steel bar bundle (10), the bottom end of the third implanted steel bar bundle (10) is flush with the bottom end of the friction-pull-out pile (1), the top end of the third implanted steel bar bundle (10) passes through the pedestal (4) and extends into the retaining wall (7), the third implanted steel bar bundle (10) is fixedly connected to the retaining wall (7), and a third grouting pipe (13) for grouting is buried in the middle of the friction-pull-out pile (1).
4. The root retaining wall structure according to claim 1, characterized in that: The load-bearing anti-compression pile (2) is coaxially fixedly connected with a first implanted steel bar bundle (6), the bottom end of the first implanted steel bar bundle (6) is flush with the bottom end of the load-bearing anti-compression pile (2), the top end of the first implanted steel bar bundle (6) passes through the pedestal (4) and extends into the retaining wall (7), the first implanted steel bar bundle (6) is fixedly connected to the retaining wall (7), and a first grouting pipe (11) for grouting is buried in the middle of the load-bearing anti-compression pile (2).
5. The root retaining wall structure according to claim 1, characterized in that: The center pile (3) is coaxially fixedly connected with a second implanted steel bar bundle (9), the bottom end of the second implanted steel bar bundle (9) is flush with the bottom end of the center pile (3), the top end of the second implanted steel bar bundle (9) passes through the pedestal (4) and extends into the retaining wall (7), the second implanted steel bar bundle (9) is fixedly connected to the retaining wall (7), and a second grouting pipe (12) for grouting is buried in the middle of the center pile (3).
6. The root retaining wall structure according to claim 1, characterized in that: The diameters of the friction pull-out pile (1), the central pile (3) and the load-bearing compression pile (2) increase in sequence.
7. The root retaining wall structure according to claim 4, characterized in that: The drainage part comprises a plurality of drainage pipes (8) arranged in a matrix, wherein the drainage pipes (8) are arranged obliquely, and the high ends of the drainage pipes (8) are arranged close to the tail ends in the sliding direction of the soil body, and the drainage pipes (8) are located in the gaps between adjacent first implanted steel bar bundles (6).