CN209907420U - Wet joint structure among bridge pier, bearing platform and pile foundation - Google Patents
Wet joint structure among bridge pier, bearing platform and pile foundation Download PDFInfo
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- CN209907420U CN209907420U CN201920507550.0U CN201920507550U CN209907420U CN 209907420 U CN209907420 U CN 209907420U CN 201920507550 U CN201920507550 U CN 201920507550U CN 209907420 U CN209907420 U CN 209907420U
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Abstract
The utility model relates to a wet-type joint design between bridge pier, cushion cap and pile foundation, include from last prefabricated pier stud, prefabricated cushion cap and the pile foundation that down sets gradually, be equipped with the vertical connect the via hole that runs through on the prefabricated cushion cap, in the lower extreme of prefabricated pier stud stretches into the connect the via hole, in the upper end of pile foundation stretches into the connect the via hole, it has self-compaction concrete to pour into between the bottom surface of prefabricated pier stud and the top surface of pile foundation in the connect the via hole. The utility model has the advantages of simple and reasonable structure, need not pre-buried more built-in fitting in prefabricated pier stud or prefabricated cushion cap, need not behind the adoption self-compaction concrete vibration and time limit for a project short, site operation positioning accuracy requires lowly, and is not high to construction machinery, equipment, manufacturing and processing requirement to need not on-the-spot ligature reinforcing bar and welding, on-the-spot simple to operate, work load are little.
Description
The technical field is as follows:
the utility model relates to a wet-type joint design between bridge pier, cushion cap and pile foundation.
Background art:
in the prior art, the connection between the bearing platform and the pile foundation is usually realized by adopting a concrete on-site pouring mode, the connection between the bridge prefabricated pier and the bearing platform is usually realized by embedding a sleeve in the pier column or the bearing platform, embedding a corrugated pipe and adopting prestressed steel bars, and high-strength cement slurry is poured into the bearing platform and the connecting steel bars in the pier column after the bearing platform and the connecting steel bars in the pier column are accurately positioned and sleeved to form a whole.
Because the common connection mode needs to embed a large number of embedded parts such as sleeves, corrugated pipes or prestressed pipelines in the pier column and the bearing platform, and the requirement on the construction positioning precision of connecting steel bars, the embedded parts and the like in the prefabricated part is high, the high requirements on construction machinery, equipment, manufacturing and processing and the like are provided, and the connection mode of adopting the cast-in-place bearing platform needs to carry out formwork erection, steel bar binding, welding and concrete casting on the site, so the field workload is large, and the construction period is long.
The utility model has the following contents:
the utility model discloses make the improvement to the problem that above-mentioned prior art exists, promptly the utility model aims to solve the technical problem that a wet-type joint design between bridge pier, cushion cap and pile foundation is provided, not only rational in infrastructure, it is high-efficient convenient moreover.
In order to realize the purpose, the utility model discloses a technical scheme is: the utility model provides a wet-type joint design between bridge pier, cushion cap and pile foundation, includes from last prefabricated pier stud, prefabricated cushion cap and the pile foundation that down sets gradually, be equipped with the vertical connect the via hole that runs through on the prefabricated cushion cap, in the lower extreme of prefabricated pier stud stretches into the connect the via hole, in the upper end of pile foundation stretches into the connect the via hole, it has self-compaction concrete to pour into between the bottom surface of prefabricated pier stud and the top surface of pile foundation in the connect the via hole.
Furthermore, the connecting through hole comprises an upper hole part, a middle hole part and a lower hole part which are sequentially arranged from top to bottom, the cross section of the upper hole part is matched with the cross section of the prefabricated pier stud, and the lower end of the prefabricated pier stud extends into the upper hole part; the cross-sectional shape of the lower hole part is matched with that of the pile foundation, and the upper end of the pile foundation extends into the lower hole part.
Furthermore, the upper hole part is in a stepped hole shape, an epoxy mortar leveling layer A is arranged on the stepped surface of the upper hole part, and a plurality of pier stud positioning blocks are annularly arranged on the stepped surface of the upper hole part; the lower extreme of prefabricated pier stud is equipped with the column base bracket, the column base bracket is embedded into in the upper end of upper aperture portion via a plurality of pier stud locating piece.
Furthermore, a plurality of filling openings used for filling self-compacting concrete are annularly arranged on the column foot bracket.
Further, the inside vertical reinforcing bar of prefabricated pier stud downwardly extending forms connecting reinforcement down in the hole portion, the inside vertical reinforcing bar of pile foundation upwards extends to in the hole portion and forms connecting reinforcement down, connecting reinforcement and last connecting reinforcement dislocation distribution down.
Furthermore, the aperture of the lower end of the upper hole part is smaller than that of the lower hole part and larger than that of the middle hole part, and the middle hole part and the lower hole part are in transition through conical surfaces.
Furthermore, the inner wall of lower hole portion is equipped with the shear reinforcement that a plurality of one end stretched into in the self-compaction concrete, shear reinforcement level sets up.
Further, the below of prefabricated cushion cap is equipped with cushion cap concrete cushion, the top surface edge of cushion cap concrete cushion is provided with the cushion cap locating piece, the bottom surface of prefabricated cushion cap is equipped with and is used for the location concave part with cushion cap locating piece matched with, is equipped with epoxy mortar leveling layer B between the bottom surface of prefabricated cushion cap and the top surface of cushion cap concrete cushion.
Furthermore, a prestressed steel strand is arranged inside the prefabricated bearing platform.
Compared with the prior art, the utility model discloses following effect has: the utility model has the advantages of simple and reasonable structure, need not pre-buried more built-in fitting in prefabricated pier stud or prefabricated cushion cap, need not behind the adoption self-compaction concrete vibration and time limit for a project short, site operation positioning accuracy requires lowly, and is not high to construction machinery, equipment, manufacturing and processing requirement to need not on-the-spot ligature reinforcing bar and welding, on-the-spot simple to operate, work load are little.
Description of the drawings:
fig. 1 is a schematic front view of the embodiment of the present invention;
fig. 2 is a schematic top view of an embodiment of the present invention;
fig. 3 is a schematic top view of the prefabricated pier stud according to the embodiment of the present invention.
In the figure:
1-prefabricating a pier stud; 2, prefabricating a bearing platform; 3-pile foundation; 4-connecting through holes; 401-upper aperture portion; 402-a middle aperture portion; 403-lower aperture; 5-self-compacting concrete; 6-epoxy mortar leveling layer A; 7-pier stud locating blocks; 8-column base bracket; 9-filling the injection port; 10-connecting steel bars; 11-lower connecting steel bars; 12-shear reinforcement; 13-bearing platform concrete cushion layer; 14-a cushion cap positioning block; 15-epoxy mortar leveling layer B; 16-prestressed steel strands; 17-angle steel; 19-positioning recess.
The specific implementation mode is as follows:
in order to explain the present invention more clearly, the following description of the present invention is made with reference to the accompanying drawings and examples, and it is to be understood that the drawings listed below are merely some specific examples of the present invention.
As shown in fig. 1-3, the utility model relates to a wet joint structure between bridge pier, cushion cap and pile foundation, include from last prefabricated pier stud 1, prefabricated cushion cap 2 and the pile foundation 3 that down sets gradually, be equipped with vertical through-connection hole 4 that runs through on prefabricated cushion cap 2, prefabricated pier stud 1's lower extreme stretches into in through-connection hole 4, in through-connection hole 4 was stretched into to the upper end of pile foundation 3, it has self-compaction concrete 5 to pour into between prefabricated pier stud 1's bottom surface and pile foundation 2's top surface in through-connection hole 4.
In this embodiment, the connecting through hole 4 includes an upper hole portion 401, a middle hole portion 402 and a lower hole portion 403, which are sequentially arranged from top to bottom, the cross-sectional shape of the upper hole portion 401 is adapted to the cross-sectional shape of the prefabricated pier stud 1, and the lower end of the prefabricated pier stud 1 extends into the upper hole portion; the cross-sectional shape of the lower hole 403 is adapted to the cross-sectional shape of the pile foundation 3, and the upper end of the pile foundation 3 extends into the lower hole 403. Preferably, the aperture of the lower hole part is 10-20 cm larger than the cross-sectional dimension of the pile foundation.
In this embodiment, the upper hole portion 401 is in a stepped hole shape, the width of the upper end of the upper hole portion 401 is 10-30 cm, an epoxy mortar leveling layer a6 is arranged on the stepped surface of the upper hole portion 401, and a plurality of pier stud positioning blocks 7 are annularly arranged on the stepped surface of the upper hole portion 401; the lower extreme of prefabricated pier stud 1 is equipped with loop configuration's column base bracket 8, column base bracket 8 is embedded into upper aperture portion 401 upper end via a plurality of pier stud locating piece 7. Preferably, the number of the pier stud locating blocks is four, and the four pier stud locating blocks are uniformly distributed in an annular shape. Preferably, the column base bracket can adopt a concrete structure or a steel structure, and the clearance between the outer wall of the column base bracket and the inner wall of the upper hole part is more than or equal to 2 cm.
In this embodiment, a plurality of filling inlets 9 for filling self-compacting concrete are annularly arranged on the column base bracket 8. Preferably, the number of the filling openings is four, and the four filling openings are uniformly distributed in an annular shape.
In this embodiment, the inside vertical reinforcing bar of prefabricated pier stud 1 downwardly extends to and forms connecting reinforcement 10 in the hole portion down, the inside vertical reinforcing bar of pile foundation 3 upwards extends to and forms connecting reinforcement 11 down in the well hole portion, connecting reinforcement 11 distributes with last connecting reinforcement dislocation 10 position down. The upper connecting steel bars and the lower connecting steel bars are wrapped by self-compacting concrete.
In this embodiment, the aperture of the lower end of the upper hole 401 is smaller than the aperture of the lower hole 403 and larger than the aperture of the middle hole 402, and the middle hole 402 and the lower end of the upper hole 401 and the middle hole 402 and the lower hole 403 are all transited by a tapered surface. Since the hole diameter of the central hole portion is the smallest, an inwardly convex structure is formed.
In this embodiment, the inner wall of the lower hole 403 is provided with a plurality of shear-resistant reinforcements 12, one end of each shear-resistant reinforcement 12 extends into the self-compacting concrete, and the shear-resistant reinforcements 12 are horizontally arranged to improve the shear strength.
In this embodiment, the below of prefabricated cushion cap 3 is equipped with cushion cap concrete cushion layer 13, the top surface edge of cushion cap concrete cushion layer 13 is provided with cushion cap locating piece 14, the bottom surface of prefabricated cushion cap 2 is equipped with and is used for the location concave part 19 with cushion cap locating piece 13 matched with, is equipped with epoxy mortar leveling layer B15 between the bottom surface of prefabricated cushion cap 2 and the top surface of cushion cap concrete cushion layer 13.
In this embodiment, the pre-stressed steel beam 16 is arranged inside the pre-fabricated bearing platform 2 so as to form pre-stress.
In this embodiment, self-compacting concrete adopts self-compacting no shrink high strength high performance concrete, and self-compacting no shrink high strength high performance concrete field perfusion, and intensity is ≧ 25Mpa in 1 day.
In this embodiment, a reinforcing steel bar and a concrete shear key are arranged in the middle hole portion of the connecting through hole to enhance the structural integrity.
In this embodiment, an angle steel 17 is provided at the edge of the step surface of the upper hole 401.
The utility model has the advantages that: the method has the advantages that a large number of embedded parts are not required to be embedded in the prefabricated pier stud or the prefabricated bearing platform, self-compacting non-shrinkage high-strength high-performance concrete is adopted, vibration is not required, the construction period is short, the requirement on site construction positioning accuracy is low, the requirements on construction machinery, equipment and manufacturing processing are not high, on-site steel bar binding and welding are not required, on-site installation is convenient, the workload is small, a new design theory is not required, and the method is applicable to high seismic intensity areas. The structure overcomes the defects of high requirement on the positioning precision of the construction of a bearing platform and a pier column, small adjustment redundancy of a construction site, high requirement on construction equipment, long construction period and the like which need to be poured on site in the prior art.
In this embodiment, the construction process includes the following steps:
step S1: the construction of a pile foundation and a bearing platform concrete cushion layer is completed, a bearing platform positioning block is arranged on the top surface of the bearing platform concrete layer, the depth of the top of the pile foundation embedded into the prefabricated bearing platform and the length of a lower connecting steel bar extending into a connecting through hole need to meet various technical requirements specified by specifications;
step S2: constructing a prefabricated bearing platform, forming a connecting through hole and a bearing platform positioning concave part on the prefabricated bearing platform, arranging a prestress on the prefabricated bearing platform, wherein the prestress meets the bearing capacity and normal use requirements of a bridge structure, and if the bearing platform is prefabricated in sections, the prestress needs to be tensioned on site;
step S3: constructing a prefabricated pier column, wherein vertical steel bars inside the prefabricated pier column extend downwards to form upper connecting steel bars, column base brackets are formed at the lower end of the prefabricated pier column, and concrete filling openings are reserved in the column base brackets;
step S4: arranging an epoxy mortar leveling layer B on the top surface of a concrete cushion layer of the bearing platform, horizontally arranging the prefabricated bearing platform according to the position of a bearing platform positioning block, leveling by virtue of a thin cushion block during arrangement, and enabling the pile foundation and the lower connecting steel bar to enter a connecting through hole on the bearing platform through the bearing platform positioning block;
step S5: arranging an epoxy mortar leveling layer A on the step surface of the upper hole part in the connecting through hole, embedding the column foot bracket of the prefabricated pier column into the upper hole part according to the position of the pier column positioning block and arranging a temporary fixing measure;
step S6: pouring self-compacting non-shrinkage high-strength high-performance concrete through filling openings in column foot brackets of the prefabricated pier columns, and connecting the prefabricated pier columns, the prefabricated bearing platform and the pile foundation into a whole after the self-compacting concrete is solidified.
The above is only the preferred embodiment of the present invention, and all the equivalent changes and modifications made according to the claims of the present invention should be covered by the present invention.
Claims (9)
1. The utility model provides a wet-type joint design between bridge pier, cushion cap and pile foundation which characterized in that: include from last prefabricated pier stud, prefabricated cushion cap and the pile foundation that down sets gradually, be equipped with the vertical connecting through hole that runs through on the prefabricated cushion cap, in the lower extreme of prefabricated pier stud stretches into the connecting through hole, in the upper end of pile foundation stretches into the connecting through hole, it has self-compaction concrete to pour into between the bottom surface of prefabricated pier stud and the top surface of pile foundation in the connecting through hole.
2. The wet joint structure between a bridge pier, a cap and a pile foundation of claim 1, wherein: the connecting through hole comprises an upper hole part, a middle hole part and a lower hole part which are sequentially arranged from top to bottom, the cross section shape of the upper hole part is matched with that of the prefabricated pier stud, and the lower end of the prefabricated pier stud extends into the upper hole part; the cross-sectional shape of the lower hole part is matched with that of the pile foundation, and the upper end of the pile foundation extends into the lower hole part.
3. The wet joint structure between a bridge pier, a bearing platform and a pile foundation of claim 2, wherein: the upper hole part is in a stepped hole shape, the stepped surface of the upper hole part is provided with an epoxy mortar leveling layer A, and the stepped surface of the upper hole part is annularly provided with a plurality of pier stud positioning blocks; the lower extreme of prefabricated pier stud is equipped with the column base bracket, the column base bracket is embedded into in the upper end of upper aperture portion via a plurality of pier stud locating piece.
4. The wet joint structure between a bridge pier, a cap and a pile foundation of claim 3, wherein: the column base bracket is provided with a plurality of filling openings for filling self-compacting concrete.
5. The wet joint structure between a bridge pier, a bearing platform and a pile foundation of claim 2, wherein: the inside vertical reinforcing bar of prefabricated pier stud downwardly extending forms connecting reinforcement down in the hole portion, the inside vertical reinforcing bar of pile foundation upwards extends to in the hole portion and forms connecting reinforcement down, connecting reinforcement and last connecting reinforcement dislocation distribution down.
6. The wet joint structure between a bridge pier, a bearing platform and a pile foundation of claim 2, wherein: the aperture of the lower end of the upper hole part is smaller than that of the lower hole part and larger than that of the middle hole part, and the middle hole part and the lower hole part are in conical surface transition.
7. The wet joint structure between a bridge pier, a bearing platform and a pile foundation of claim 2, wherein: the inner wall of lower hole portion is equipped with the shear reinforcement that a plurality of one end stretched into in the self-compaction concrete, shear reinforcement level sets up.
8. The wet joint structure between a bridge pier, a cap and a pile foundation of claim 1, wherein: the utility model discloses a concrete cushion bearing platform, including prefabricated cushion cap, bearing platform, prefabricated cushion cap's top surface edge is provided with the bearing platform locating piece, the bottom surface of prefabricated cushion cap is equipped with and is used for the location concave part with bearing platform locating piece matched with, is equipped with epoxy mortar leveling layer B between the bottom surface of prefabricated cushion cap and the top surface of bearing platform concrete cushion.
9. The wet joint structure between a bridge pier, a cap and a pile foundation of claim 1, wherein: and a prestressed steel beam is arranged in the prefabricated bearing platform.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920507550.0U CN209907420U (en) | 2019-04-16 | 2019-04-16 | Wet joint structure among bridge pier, bearing platform and pile foundation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920507550.0U CN209907420U (en) | 2019-04-16 | 2019-04-16 | Wet joint structure among bridge pier, bearing platform and pile foundation |
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| CN209907420U true CN209907420U (en) | 2020-01-07 |
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| CN201920507550.0U Active CN209907420U (en) | 2019-04-16 | 2019-04-16 | Wet joint structure among bridge pier, bearing platform and pile foundation |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109898540A (en) * | 2019-04-16 | 2019-06-18 | 福州市规划设计研究院 | Wet-make connection structure and its construction technology between bridge pier, cushion cap and pile foundation |
| JP6997486B1 (en) | 2020-08-06 | 2022-01-17 | ▲広▼州大学 | New precast assembled pier |
-
2019
- 2019-04-16 CN CN201920507550.0U patent/CN209907420U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109898540A (en) * | 2019-04-16 | 2019-06-18 | 福州市规划设计研究院 | Wet-make connection structure and its construction technology between bridge pier, cushion cap and pile foundation |
| CN109898540B (en) * | 2019-04-16 | 2023-12-15 | 福州市规划设计研究院集团有限公司 | Wet joint structure among bridge pier, bearing platform and pile foundation and construction process thereof |
| JP6997486B1 (en) | 2020-08-06 | 2022-01-17 | ▲広▼州大学 | New precast assembled pier |
| JP2022031233A (en) * | 2020-08-06 | 2022-02-18 | ▲広▼州大学 | Novel precast assembly bridge pier |
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Address after: 350108 No.1, Gaoxin Avenue, high tech Zone, Minhou County, Fuzhou City, Fujian Province Patentee after: Fuzhou planning and Design Institute Group Co.,Ltd. Address before: 350108 No.1, Gaoxin Avenue, high tech Zone, Minhou County, Fuzhou City, Fujian Province Patentee before: FUZHOU PLANNING DESIGN & Research Institute |