CN210459263U - Bearing platform type pile structure - Google Patents
Bearing platform type pile structure Download PDFInfo
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- CN210459263U CN210459263U CN201921320396.2U CN201921320396U CN210459263U CN 210459263 U CN210459263 U CN 210459263U CN 201921320396 U CN201921320396 U CN 201921320396U CN 210459263 U CN210459263 U CN 210459263U
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Abstract
The utility model discloses a bearing platform type pile structure, which comprises a lower ground section and an upper ground section, wherein the upper ground section is formed by assembling a plurality of precast blocks, the lower ground section is connected with the upper ground section through a bearing platform, connecting steel bars of the lower ground section and the upper ground section are both connected with internal steel bars of the bearing platform, and the bearing platform is a cast-in-situ reinforced concrete structure; the construction method comprises the following steps: constructing the lower section of the site, and prefabricating precast blocks; digging out pile head floating slurry of the underground section to expose the connecting steel bars; excavating a bearing platform preformed groove; binding reinforcement bars inside the bearing platform, and connecting the connecting reinforcement bars of the underground lower section with the reinforcement bars inside the bearing platform; arranging cushion blocks in the reserved grooves, placing the first section of precast block above the cushion blocks, and connecting the connecting steel bars of the first section of precast block with the steel bars in the bearing platform; welding an anchor head on a reinforcing steel bar in the bearing platform; pouring concrete into the bearing platform, and curing; hoisting other prefabricated blocks block by block and connecting; and after assembling all the precast blocks, tensioning the prestressed tendons and sealing the anchors.
Description
Technical Field
The utility model relates to a pile structure, in particular to cushion cap formula pile structure.
Background
Pile structures are used very widely and are generally used in civil engineering in the following fields: 1) the supporting structure is used as a roadbed filling section supporting structure, forms a pile plate structure with the soil retaining plate and has the function of resisting soil pressure to keep the roadbed structure stable; 2) the anti-slide pile is used as an anti-slide pile in a landslide section to resist landslide thrust, and a reinforced slide body keeps landslide stability.
The traditional slide-resistant pile is of a cast-in-place structure, is formed by manually digging holes and casting, has the problems of long construction period and difficult maintenance, particularly does not allow manual operation (oxygen deficiency and narrow environment operation) in plateau areas above the altitude of more than 2km, and has high risk and low efficiency of the manual operation.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to overcome the above-mentioned not enough that exist among the prior art, provide a bearing platform formula pile structure.
In order to achieve the purpose of the invention, the utility model provides the following technical scheme:
a pile structure of a bearing platform type comprises an underground section and an upper section, wherein the upper section is formed by assembling a plurality of precast blocks, the underground section is connected with the upper section through a bearing platform, connecting steel bars of the underground section and the upper section are connected with internal steel bars of the bearing platform, and the bearing platform is of a cast-in-place reinforced concrete structure.
Bearing platform formula pile structure, owing to the ground section adopts the prefabricated section assembly to form, solved cast-in-place structure construction period long, the problem of maintenance difficulty, improved efficiency of construction and construction quality, practiced thrift construction period greatly. The connecting steel bars of the underground section and the upper section are connected with the internal steel bars of the bearing platform, so that the underground section, the bearing platform and the upper section form an integral stress structure, the shearing resistance and the bending resistance of the pile structure can be obviously improved, the bending resistance at an anchoring point is greatly increased, and the internal force transmitted to the underground section is reduced, therefore, the filling height can be greatly increased, the section size of the underground section is reduced, the construction cost is saved, and the integral performance of the pile structure is improved.
Preferably, the bearing platforms of a plurality of pile structures are connected into a unitary structure. Through overall structure, can further improve the shear resistance and the bending resistance of pile structure.
Preferably, all the precast blocks are connected with prestressed tendons, and the earthquake resistance of the pile structure is improved by connecting prestress.
Preferably, all the precast blocks are reserved with prestressed holes, and an anchor head is welded and fixed to an inner steel bar of the bearing platform.
Preferably, each precast block is provided with an outer protrusion for mounting a soil guard plate.
Preferably, the underground section is a cast-in-place pile.
Preferably, two adjacent longitudinal bars of prefabricated section are connected through grout sleeve, connect through grout sleeve, can improve pile structure's anti-seismic performance, and grout sleeve can adopt the steel sleeve to can regard as the shear force key, improve pile structure's shear behavior.
The utility model also discloses a construction method of bearing platform formula pile structure, the construction a bearing platform formula pile structure, including following step:
the method comprises the following steps: constructing an underground section of the pile structure, and prefabricating precast blocks of the upper section;
step two: digging out pile head floating slurry of the underground section to expose the connecting steel bars of the underground section;
step three: excavating a bearing platform preformed groove;
step four: binding reinforcement bars inside the bearing platform, and connecting the connecting reinforcement bars of the underground lower section with the reinforcement bars inside the bearing platform;
step five: arranging cushion blocks in the reserved grooves of the bearing platform, hoisting a first section of prefabricated block, placing the first section of prefabricated block above the cushion blocks, and connecting the connecting steel bars of the first section of prefabricated block with the steel bars in the bearing platform;
step six: welding an anchor head on a reinforcing steel bar in the bearing platform, wherein the anchor head is positioned at the bottom of the first section of precast block;
step seven: pouring concrete into the bearing platform, and curing;
step eight: after the strength of the concrete of the bearing platform reaches 75% of a design value, hoisting the rest prefabricated blocks piece by piece, and connecting the two adjacent prefabricated blocks;
step nine: and after assembling all the precast blocks, tensioning the prestressed tendons and sealing the anchors.
Construction method of cushion cap formula pile structure, construction process is reasonable, through with the connecting reinforcement of underground section, ground section all with the inside reinforcing bar of cushion cap is connected for underground section, cushion cap and ground section form whole atress structure, can show the bending resistance and the shear resistance that improve pile structure, through setting up the post-tensioned prestressing force, can show the anti-seismic performance that improves pile structure.
Preferably, the steps one to nine are repeated, the construction of a plurality of pile structures is completed, and all the bearing platforms are connected into an integral structure through wet joints.
Preferably, after the ninth step, the method further includes installing a prefabricated soil guard plate on the outer convex portion of the prefabricated block.
Preferably, in the first step, the pile hole of the underground section is excavated by machinery, so that manual excavation is reduced, and the problems of high risk and low efficiency of manual operation in high-altitude areas are solved.
Compared with the prior art, cushion cap formula pile structure's beneficial effect:
bearing platform formula pile structure, owing to the ground section adopts the prefabricated section assembly to form, solved cast-in-place structure construction period long, the problem of maintenance difficulty, improved efficiency of construction and construction quality, practiced thrift construction period greatly. The connecting steel bars of the underground section and the upper section are connected with the internal steel bars of the bearing platform, so that the underground section, the bearing platform and the upper section form an integral stress structure, the shearing resistance and the bending resistance of the pile structure can be obviously improved, the bending resistance at an anchoring point is greatly increased, and the internal force transmitted to the underground section is reduced, therefore, the filling height can be greatly increased, the section size of the underground section is reduced, the construction cost is saved, and the integral performance of the pile structure is improved.
Compared with the prior art, the construction method of bearing platform type pile structure beneficial effect:
construction method of cushion cap formula pile structure, construction process is reasonable, through with the connecting reinforcement of underground section, ground section all with the inside reinforcing bar of cushion cap is connected for underground section, cushion cap and ground section form whole atress structure, can show the bending resistance and the shear resistance that improve pile structure, through setting up the post-tensioned prestressing force, can show the anti-seismic performance that improves pile structure.
Description of the drawings:
fig. 1 is a schematic structural view of the underground section according to the present invention.
Fig. 2 is a schematic structural diagram of the precast block of the present invention.
Fig. 3 is a schematic structural view of the preformed groove of the excavation supporting platform of the utility model.
Fig. 4 is a schematic structural diagram of the present invention, in which a cushion block is disposed in the preformed groove.
Fig. 5 is a schematic structural diagram of the first segment of the prefabricated section of the present invention.
Fig. 6 is a schematic structural view of the pouring cap concrete of the present invention.
Fig. 7 is a schematic view of a pile structure of the present invention.
Fig. 8 is a schematic view of another pile structure of the present invention.
Fig. 9 is a horizontal displacement comparison diagram of a bearing platform type pile structure and a non-bearing platform type pile structure in structural performance analysis according to the present invention.
Fig. 10 is a bending moment comparison diagram of a bearing platform type pile structure and a non-bearing platform type pile structure in structural performance analysis according to the present invention.
Fig. 11 is a shear moment comparison diagram of a cap pile structure and a non-cap pile structure in structural performance analysis according to the present invention.
The labels in the figure are: 0-surrounding soil body, 1-underground section, 11-connecting steel bar, 2-bearing platform preformed groove, 3-cushion block, 4-ground upper section, 41-prefabricated block, 42-prestressed tendon, 43-external convex portion, 5-bearing platform and 6-anchor head.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. However, it should not be understood that the scope of the above-mentioned subject matter is limited to the following embodiments, and all the technologies realized based on the present invention are within the scope of the present invention.
Example 1
As shown in fig. 7 or fig. 8, the pile structure comprises a lower section 1 and an upper section 4, wherein the lower section 1 and the upper section 4 are connected through a bearing platform 5. As shown in fig. 7, the pile structure may be a circular pile structure; as shown in fig. 8, the pile structure may also be a rectangular pile structure.
As shown in fig. 1, the underground section 1 is a cast-in-place pile with mechanical hole digging, a steel bar mesh is arranged inside the cast-in-place pile, an exposed connecting steel bar 11 is arranged at the top of the cast-in-place pile, and the connecting steel bar 11 is used for connecting with an internal steel bar of the bearing platform 5.
The above-ground section 4 is formed by assembling a plurality of prefabricated blocks 41, as shown in fig. 2, each prefabricated block 41 is a reinforced concrete structure prefabricated and formed in a factory, and is preset with a plurality of prestressed holes, and the prestressed holes are used for installing prestressed tendons 42. One end of each prefabricated block 41 is provided with an exposed connecting steel bar 11, the other end of each prefabricated block is embedded with a grouting sleeve, each grouting sleeve is a steel sleeve, and longitudinal bars of two adjacent prefabricated blocks 41 are connected through the grouting sleeves. Preferably, each precast block 41 is provided with an outer protrusion 43, and the outer protrusion 43 is used for mounting a soil guard plate.
The bearing platform 5 is of a cast-in-place reinforced concrete structure, the internal reinforcing mesh of the bearing platform 5 is connected with the connecting reinforcing steel bars 11 of the underground section 1, and the internal reinforcing mesh of the bearing platform 5 is connected with the connecting reinforcing steel bars 11 of the first section of prefabricated block, wherein the first section of prefabricated block is the prefabricated block 41 connected with the bearing platform 5.
An anchor head 6 is fixed to the inner steel bars of the bearing platform 5 in a welded mode, the anchor head 6 is located under the first section of precast blocks, after all the precast blocks 41 are assembled, the prestressed tendons 42 are tensioned through a post-tensioning method, the upper sections 4 are connected into an integral stress structure, and anchor sealing is conducted.
As a preferred embodiment, the bearing platforms 5 of a plurality of pile structures are connected into a whole structure, and two adjacent bearing platforms 5 are connected through a wet joint, so that the shearing resistance and the bending resistance of the pile structures can be further improved.
In order to verify the structural performance of bearing platform formula pile structure, carried out finite element analog computation, adopted FLAC3D software to carry out the analysis to structural performance.
In railway engineering, the height of the pile plate wall is generally not more than 12m, verified calculation is carried out according to the pile plate wall of a road shoulder with the height of 12m at the ground section, and the key parameters are shown in table 1:
TABLE 1 summary of calculated parameters
The calculation results are shown in fig. 9-11 using one-time filling with the filling section. As can be seen from fig. 9, the horizontal displacement of the pile top is 127mm by adopting the traditional slide-resistant pile structure (without a bearing platform), and other conditions are kept unchanged, after the bearing platform type pile structure of the utility model is adopted, the horizontal displacement of the pile top is 28mm, and the deformation is reduced by 78%; it can be seen from fig. 10-11 that, the pile structure of the bearing platform of the present invention is adopted to reduce the internal force of the pile structure (underground segment) below the anchoring point, and change the distribution characteristic of the shear force, the extreme value of the shear force is reduced to a certain extent, and the pile effect of the bearing platform is significant.
Example 2
A construction method of a bearing platform type pile structure comprises the following steps:
the method comprises the following steps: mechanically excavating pile holes, building an internal reinforcing mesh of the underground section 1, casting the underground section 1 on site and maintaining; prefabricating all prefabricated blocks 41 of the upper section 4 in a factory and transporting the prefabricated blocks 41 to a construction site, as shown in fig. 2;
step two: after the construction of the underground section 1 is completed, digging pile head floating slurry of the underground section 1 to expose the connecting reinforcing steel bars 11 of the underground section, as shown in figure 1;
step three: excavating a bearing platform preformed groove 2 in the surrounding soil body 0 above the underground section 1, as shown in figure 3;
step four: binding reinforcing steel bars inside the bearing platform at the position of the bearing platform preformed groove 2, and connecting the connecting reinforcing steel bars 11 of the underground section 1 with the reinforcing steel bars inside the bearing platform;
step five: arranging a cushion block 3 in the cushion cap preformed groove 2, wherein as shown in fig. 4, the cushion block 3 is used for supporting a first section of prefabricated block 41, hoisting the first section of prefabricated block 41, placing the first section of prefabricated block 41 above the cushion block 3, and connecting the connecting steel bars of the first section of prefabricated block 41 with the steel bars in the cushion cap, as shown in fig. 5;
step six: welding an anchor head 6 on a steel bar inside the bearing platform, wherein the anchor head 6 is positioned at the bottom of the first section of precast block 41;
step seven: pouring bearing platform concrete and curing to form a bearing platform 5, as shown in fig. 6;
step eight: after the strength of the concrete of the bearing platform reaches 75% of a design value, hoisting the rest prefabricated blocks 41 one by one, and connecting the two adjacent prefabricated blocks 41 through grouting sleeves;
step nine: after the assembly of all the precast blocks 41 is completed, the prestressed tendons 42 are tensioned, and the anchor is sealed, as shown in fig. 7.
As a preferred embodiment, after the ninth step, there is a tenth step of installing a prefabricated soil guard plate on the outward convex portion 43 of the prefabricated block 41, thereby forming a pile wall structure.
As a preferred embodiment, the steps one to nine are repeated, the construction of a plurality of pile structures is completed, and all the bearing platforms 5 are connected into a whole structure through wet joints.
The above embodiments are only used to illustrate the present invention and not to limit the technical solutions described in the present invention, and although the present invention has been described in detail with reference to the above embodiments, the present invention is not limited to the above embodiments, and therefore, any modification or equivalent replacement may be made to the present invention; all technical solutions and modifications without departing from the spirit and scope of the present invention should be covered by the claims of the present invention.
Claims (7)
1. The pile structure is characterized by comprising a lower ground section and an upper ground section, wherein the upper ground section is formed by splicing a plurality of precast blocks, the lower ground section is connected with the upper ground section through a bearing platform, connecting steel bars of the lower ground section and the upper ground section are connected with internal steel bars of the bearing platform, and the bearing platform is of a cast-in-place reinforced concrete structure.
2. A pile structure according to claim 1, wherein the cap of a plurality of the pile structures are connected in a unitary structure.
3. A pile structure according to claim 1, wherein tendons are connected between all the precast blocks.
4. A pile structure according to claim 3, wherein all the prefabricated blocks are reserved with prestressed holes, and the inner steel bars of the pile cap are welded and fixed with anchor heads.
5. A pile structure of bearing platform type according to claim 1, wherein each of the precast blocks is provided with an outer protrusion for installing a soil guard plate.
6. A cap pile structure according to claim 1, wherein the underground section is a cast-in-place pile.
7. A pile structure according to any one of claims 1 to 6, wherein the longitudinal bars of adjacent precast blocks are connected by grouting sleeves.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921320396.2U CN210459263U (en) | 2019-08-14 | 2019-08-14 | Bearing platform type pile structure |
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| CN201921320396.2U CN210459263U (en) | 2019-08-14 | 2019-08-14 | Bearing platform type pile structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110374128A (en) * | 2019-08-14 | 2019-10-25 | 中铁二院工程集团有限责任公司 | A kind of bearing platform type pilework and its construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110374128A (en) * | 2019-08-14 | 2019-10-25 | 中铁二院工程集团有限责任公司 | A kind of bearing platform type pilework and its construction method |
| CN110374128B (en) * | 2019-08-14 | 2024-03-08 | 中铁二院工程集团有限责任公司 | Bearing platform type pile structure and construction method thereof |
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