CN216275592U - Anti-settlement structure of retaining wall of prestressed concrete pipe pile foundation - Google Patents
Anti-settlement structure of retaining wall of prestressed concrete pipe pile foundation Download PDFInfo
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- CN216275592U CN216275592U CN202122655318.1U CN202122655318U CN216275592U CN 216275592 U CN216275592 U CN 216275592U CN 202122655318 U CN202122655318 U CN 202122655318U CN 216275592 U CN216275592 U CN 216275592U
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Abstract
The utility model discloses a settlement-preventing structure of a prestressed concrete pipe pile foundation retaining wall, which relates to the field of building engineering and comprises a beam-slab structure, wherein two ends of the beam-slab structure are fixedly connected with bearing platforms, the bottom ends of the bearing platforms are fixedly connected with pipe piles, the bottom ends of the pipe piles penetrate through a silt layer and enter a bearing layer, the lower surfaces of the beam-slab structure and the bearing platforms are respectively provided with a plain concrete cushion layer, and the upper surfaces of the beam-slab structure and the bearing platforms are respectively provided with a backfill soil layer. According to the utility model, the tubular pile is arranged at the bottom end of the bearing platform, the bottom end of the tubular pile penetrates through the silt layer and enters the bearing layer, so that the condition of uneven settlement of the retaining wall foundation can be prevented, the first layer of geogrid and the second layer of geogrid are arranged at the bottom of the backfill soil layer, and the first layer of geogrid and the second layer of geogrid are separated by medium coarse sand, so that the soil mechanical property of the backfill soil layer is improved, the soil side pressure is reduced, the horizontal thrust of the pile can be reduced, and the shear-resistant bearing capacity requirement of the tubular pile is met.
Description
Technical Field
The utility model relates to the field of constructional engineering, in particular to a settlement-preventing structure of a retaining wall of a prestressed concrete pipe pile foundation.
Background
The design of the retaining wall should consider the bearing capacity of the foundation soil, and when the bearing capacity is insufficient, the pile foundation should be arranged.
When the retaining wall with the higher cantilever height is positioned on soft soil foundations such as a silt layer or a filling layer, if the soft foundation treatment is not carried out, the retaining wall is easy to crack, incline and other quality problems due to uneven settlement, and even has the risk of collapse in severe cases. Therefore, it is necessary to provide a settlement preventing structure of a prestressed concrete pipe pile foundation retaining wall to solve the above problems.
SUMMERY OF THE UTILITY MODEL
The utility model aims to provide a settlement-preventing structure of a prestressed concrete pipe pile foundation retaining wall, which aims to solve the problems in the background technology.
In order to achieve the purpose, the utility model provides the following technical scheme: a prestressed concrete pipe pile foundation retaining wall anti-settlement structure comprises a beam-slab structure, wherein two ends of the beam-slab structure are fixedly connected with bearing platforms, the bottom end of the bearing platform is fixedly connected with a tubular pile, the bottom end of the tubular pile penetrates through the silt layer and enters the bearing layer, the lower surfaces of the beam plate structure and the bearing platform are both provided with plain concrete cushion layers, one side of one of the bearing platforms is provided with a sandy soil layer, the upper surfaces of the beam plate structure and the bearing platform are both provided with backfill soil layers, one side of the backfill soil layer is provided with a reinforced concrete retaining wall, the bottom end of the reinforced concrete retaining wall is fixedly connected with the beam slab structure, one side of the reinforced concrete retaining wall is provided with a three-dimensional composite drainage net which is embedded in a backfill soil layer, and the upper end and the lower end of the reinforced concrete retaining wall are both embedded with water drain pipes, and the water drain pipes are backfilled after gravels are wrapped before backfilling.
Preferably, the backfill soil layer comprises a first medium coarse sand layer, the first medium coarse sand layer is arranged on the upper surface of the plain concrete cushion layer, and the first medium coarse sand layer is wrapped on the outer sides of the beam slab structure and the bearing platform.
Preferably, the upper surface of the first medium coarse sand layer is connected with a first layer of geogrid in a fitting manner, the upper surface of the first layer of geogrid is filled with a second medium coarse sand layer, the upper surface of the second medium coarse sand layer is connected with a second layer of geogrid in a fitting manner, and the upper surface of the second layer of geogrid is filled with backfill soil and a planting soil layer.
Preferably, the first layer of geogrid and the second layer of geogrid are HDPE bidirectional steel-plastic geogrids, and the thickness of the second medium coarse sand layer is 300 mm.
Preferably, the beam slab structure and the bearing platform are both made of reinforced concrete, the tubular pile is made of reinforced concrete by applying prestress, and the plain concrete cushion layer is set to be a C15 plain concrete cushion layer with the thickness of 100 mm.
The utility model has the technical effects and advantages that:
according to the utility model, the tubular pile is arranged at the bottom end of the bearing platform, the bottom end of the tubular pile penetrates through the silt layer and enters the bearing layer, so that the condition of uneven settlement of the retaining wall foundation can be prevented, the first layer of geogrid and the second layer of geogrid are arranged at the bottom of the backfill soil layer, and the first layer of geogrid and the second layer of geogrid are separated by medium coarse sand, so that the soil mechanical property of the backfill soil layer is improved, the soil side pressure is reduced, the horizontal thrust of the pile can be reduced, and the shear-resistant bearing capacity requirement of the tubular pile is met.
Drawings
Fig. 1 is a schematic cross-sectional view of the overall structure of the present invention.
In the figure: 1. a beam-slab structure; 2. a bearing platform; 3. a tubular pile; 4. a plain concrete cushion; 5. a sandy soil layer; 6. a reinforced concrete retaining wall; 7. a three-dimensional composite drainage net; 8. a drain pipe; 9. a first medium coarse sand layer; 10. a first geogrid layer; 11. a second medium coarse sand layer; 12. a second layer of geogrid; 13. backfilling soil and planting soil layers.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The utility model provides a prestressed concrete tubular pile foundation retaining wall anti-settlement structure as shown in figure 1, which comprises a beam-slab structure 1, wherein two ends of the beam-slab structure 1 are fixedly connected with bearing platforms 2, the beam-slab structure 1 and the bearing platforms 2 are both made of reinforced concrete, the supporting strength of a foundation is improved, the bottom ends of the bearing platforms 2 are fixedly connected with tubular piles 3, the tubular piles 3 are made of reinforced concrete through prestressing, the bottom ends of the tubular piles 3 penetrate through a silt layer and enter a bearing layer, the condition of uneven settlement of the retaining wall foundation can be prevented, the lower surfaces of the beam-slab structure 1 and the bearing platforms 2 are both provided with plain concrete cushion layers 4, the plain concrete cushion layers 4 are arranged to be C15 plain concrete cushion layers with the thickness of 100mm, one side of one of the bearing platforms 2 is provided with a sandy soil layer 5, the upper surfaces of the beam-slab structure 1 and the bearing platforms 2 are both provided with backfill soil layers, one side of the backfill soil layer is provided with a reinforced concrete retaining wall 6, the bottom and the 1 fixed connection of beam slab structure of reinforced concrete retaining wall 6, one side of reinforced concrete retaining wall 6 is provided with three-dimensional composite drainage network 7, three-dimensional composite drainage network 7 is inlayed in the backfill soil layer, the upper and lower both ends of reinforced concrete retaining wall 6 are all inlayed and are had water-drain mast 8, water-drain mast 8 should be backfilled after wrapping up the rubble before the backfill soil, play the effect of quick drainage through setting up three-dimensional composite drainage network 7 and rubble package collocation, avoid appearing the circumstances that soil erosion and water loss blockked up water-drain mast 8.
Specifically, the backfill soil layer comprises a first medium coarse sand layer 9, the first medium coarse sand layer 9 is arranged on the upper surface of the plain concrete cushion layer 4, the first medium coarse sand layer 9 is wrapped on the outer sides of the beam slab structure 1 and the bearing platform 2, the upper surface of the first medium coarse sand layer 9 is connected with a first geogrid 10 in a fitting manner, the upper surface of the first geogrid 10 is filled with a second medium coarse sand layer 11, the upper surface of the second medium coarse sand layer 11 is connected with a second geogrid 12 in a fitting manner, the upper surface of the second geogrid 12 is filled with backfill soil and a planting soil layer 13, the first geogrid 10 and the second geogrid 12 are HDPE two-way steel-plastic grids, the thickness of the second medium coarse sand layer 11 is 300mm, the first geogrid 10 and the second geogrid 12 are separated by the second medium coarse sand layer 11, the mechanical property of the backfill soil is improved, the soil side pressure is reduced, meanwhile, the horizontal thrust of the tubular pile 3 can be reduced, and the requirement of shearing resistance and bearing capacity of the tubular pile 3 is met.
According to the utility model, the tubular pile 3 is arranged at the bottom end of the bearing platform 2, the bottom end of the tubular pile 3 penetrates through the silt layer and enters the bearing layer, so that the condition of uneven settlement of a retaining wall foundation can be prevented, the first-layer geogrid 10 and the second-layer geogrid 12 are arranged at the bottom of the backfill soil layer, and the first-layer geogrid 10 and the second-layer geogrid 12 are separated by the second medium-coarse sand layer 11, so that the soil mechanical property of the backfill soil layer is improved, the soil side pressure is reduced, the horizontal thrust of the tubular pile 3 can be reduced, and the requirement of the shearing resistance of the tubular pile 3 is met.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments or portions thereof without departing from the spirit and scope of the utility model.
Claims (5)
1. The utility model provides a prestressed concrete tubular pile foundation retaining wall prevents subsiding structure, includes beam slab structure (1), its characterized in that: the concrete pile is characterized in that bearing platforms (2) are fixedly connected to the two ends of the beam plate structure (1), tubular piles (3) are fixedly connected to the bottom ends of the bearing platforms (2), the bottom ends of the tubular piles (3) penetrate through a silt layer and enter a holding layer, plain concrete cushion layers (4) are arranged on the lower surfaces of the beam plate structure (1) and the bearing platforms (2), a sandy soil layer (5) is arranged on one side of one of the bearing platforms (2), backfill soil layers are arranged on the upper surfaces of the beam plate structure (1) and the bearing platforms (2), a reinforced concrete retaining wall (6) is arranged on one side of each backfill soil layer, the bottom end of the reinforced concrete retaining wall (6) is fixedly connected with the beam plate structure (1), a three-dimensional composite drainage net (7) is arranged on one side of the reinforced concrete retaining wall (6), and the three-dimensional composite drainage net (7) is embedded in the backfill soil layer, and water drain pipes (8) are embedded at the upper end and the lower end of the reinforced concrete retaining wall (6), and the water drain pipes (8) are backfilled after gravels are wrapped before backfilling.
2. The prestressed concrete pipe pile foundation retaining wall anti-settlement structure according to claim 1, wherein: the backfill soil layer comprises a first medium coarse sand layer (9), the first medium coarse sand layer (9) is arranged on the upper surface of the plain concrete cushion layer (4), and the first medium coarse sand layer (9) is wrapped on the outer sides of the beam slab structure (1) and the bearing platform (2).
3. The prestressed concrete pipe pile foundation retaining wall anti-settlement structure according to claim 2, wherein: the upper surface of the first medium coarse sand layer (9) is connected with a first layer of geogrid (10) in a fitting mode, the upper surface of the first layer of geogrid (10) is filled with a second medium coarse sand layer (11), the upper surface of the second medium coarse sand layer (11) is connected with a second layer of geogrid (12) in a fitting mode, and the upper surface of the second layer of geogrid (12) is filled with backfill soil and a planting soil layer (13).
4. The prestressed concrete pipe pile foundation retaining wall anti-settlement structure according to claim 3, wherein: the first layer of geogrid (10) and the second layer of geogrid (12) are HDPE bidirectional steel-plastic geogrids, and the thickness of the second medium coarse sand layer (11) is 300 mm.
5. The prestressed concrete pipe pile foundation retaining wall anti-settlement structure according to claim 4, wherein: the beam slab structure (1) and the bearing platform (2) are made of reinforced concrete, the tubular pile (3) is made of reinforced concrete by applying prestress, and the plain concrete cushion layer (4) is set to be a C15 plain concrete cushion layer with the thickness of 100 mm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202122655318.1U CN216275592U (en) | 2021-11-01 | 2021-11-01 | Anti-settlement structure of retaining wall of prestressed concrete pipe pile foundation |
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| CN202122655318.1U CN216275592U (en) | 2021-11-01 | 2021-11-01 | Anti-settlement structure of retaining wall of prestressed concrete pipe pile foundation |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114892711A (en) * | 2022-05-23 | 2022-08-12 | 广州市设计院集团有限公司 | Construction method of retaining wall in deep and soft soil layer and slope supporting structure |
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2021
- 2021-11-01 CN CN202122655318.1U patent/CN216275592U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114892711A (en) * | 2022-05-23 | 2022-08-12 | 广州市设计院集团有限公司 | Construction method of retaining wall in deep and soft soil layer and slope supporting structure |
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