CN207812277U - A kind of splicing construction of precast pier and prefabricated cushion cap - Google Patents
A kind of splicing construction of precast pier and prefabricated cushion cap Download PDFInfo
- Publication number
- CN207812277U CN207812277U CN201820171305.2U CN201820171305U CN207812277U CN 207812277 U CN207812277 U CN 207812277U CN 201820171305 U CN201820171305 U CN 201820171305U CN 207812277 U CN207812277 U CN 207812277U
- Authority
- CN
- China
- Prior art keywords
- precast pier
- cushion cap
- annular groove
- prefabricated cushion
- pier
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model provides a kind of splicing construction of precast pier and prefabricated cushion cap, the concrete filled steel tube tenon joggle surrounded using the inner wall of the hollow steel pipe in the first groove of precast pier bottom and the annular groove at the top of prefabricated cushion cap, on the one hand it is that good positioning action is played in installation of the precast pier on cushion cap, on the other hand improves the shear-carrying capacity and anti-bending bearing capacity of stitching portion；The stitching portion of pouring concrete package precast pier and prefabricated cushion cap after being poured in annular groove, precast pier is set to be linked to be an entirety with prefabricated cushion cap, whole force structure is improved, precast pier and the splicing intensity of prefabricated cushion cap is made to greatly improve, is not less than cast-in-place bridge pier intensity.
Description
Technical field
The utility model is related to technical field of bridge engineering more particularly to the splicing knots of a kind of precast pier and prefabricated cushion cap
Structure.
Background technology
Highway in China bridge circular pier mostly uses greatly field cast-in-place and builds at present, and cast-in-situ bridge at least has following defect：
1, construction period is long, easily by weather and natural environment influence；2, present situation road is occupied in construction, aggravates traffic jam；3、
Cast-in-place quality is not easy to ensure, construction quality is influenced by worker's total quality.To realize the industrialization manufacture and quick-assembling of bridge pier,
Need to research and develop a kind of new technology, make the connection design performance between Precast Pier Columns segment, between Precast Pier Columns and cushion cap, reach or
Basically reach the technical standard of integral cast-in-situ performance of concrete column confined；Meanwhile it is existing with concrete to be avoided that or reduce reinforcing bar site welding
It pours, it is ensured that it is easy for construction, and site workload is reduced, shorten the bridge construction period.
Utility model content
Technical problem to be solved in the utility model is：A kind of splicing construction of precast pier and prefabricated cushion cap is provided,
Not only it can guarantee that precast pier and the splicing intensity of prefabricated cushion cap were not less than cast-in-place bridge pier intensity, but also the bridge construction period can be shortened.
In order to solve the above-mentioned technical problem, the technical solution adopted in the utility model is：
A kind of splicing construction of precast pier and prefabricated cushion cap, including precast pier and prefabricated cushion cap；The precast pier
Bottom centre position be equipped with the first cylindrical groove, first inside grooves are equipped with hollow steel pipe, the hollow steel pipe
It is bonded with the inner wall of first groove；The top of the prefabricated cushion cap is equipped with annular groove, the inner wall of the annular groove surround with
The compatible concrete filled steel tube tenon of the hollow steel pipe；The precast pier passes through the hollow steel pipe and the steel tube concrete
Native tenon cooperation, the bottom surface of the precast pier is bonded with the slot bottom of the annular groove；The outer wall of the annular groove with it is described pre-
Rear pouring concrete is filled in gap between the outer wall of bridge pier processed.
The beneficial effects of the utility model are：
It is enclosed using the inner wall of hollow steel pipe and the annular groove at the top of prefabricated cushion cap in the first groove of precast pier bottom
At concrete filled steel tube tenon joggle, good positioning action is played in the installation for being on the one hand precast pier on cushion cap, another
Aspect improves the shear-carrying capacity and anti-bending bearing capacity of stitching portion；Pouring concrete wraps up precast pier after being poured in annular groove
With the stitching portion of prefabricated cushion cap, so that precast pier is linked to be an entirety with prefabricated cushion cap, improve whole force structure, make prefabricated
The splicing intensity of bridge pier and prefabricated cushion cap greatly improves, and is not less than cast-in-place bridge pier intensity.
Description of the drawings
Fig. 1 is the front view of the Precast Pier Columns of the utility model embodiment one and the splicing construction of prefabricated cushion cap；
Fig. 2 is the vertical view of the Precast Pier Columns of the utility model embodiment one and the splicing construction of prefabricated cushion cap.
Label declaration：
1, precast pier；2, prefabricated cushion cap；3, hollow steel pipe；4, annular groove；5, concrete filled steel tube tenon；6, coagulation is poured after
Soil；7, first level reinforcing bar；8, vertical reinforcement；9, the second horizontal reinforcement；
10, epoxy resin mortar.
Specific implementation mode
For technology contents, the objects and the effects of the utility model are described in detail, below in conjunction with embodiment and match
Attached drawing is closed to be explained.
The design of the utility model most critical is：Using in the first groove of precast pier bottom hollow steel pipe with it is pre-
The peace that on the one hand the concrete filled steel tube tenon joggle that the inner wall of annular groove at the top of cushion cap processed surrounds is precast pier on cushion cap
Good positioning action is loaded, the shear-carrying capacity and anti-bending bearing capacity of stitching portion are on the other hand improved；In annular groove
The stitching portion for pouring rear pouring concrete package precast pier and prefabricated cushion cap, make precast pier and prefabricated cushion cap be linked to be one it is whole
Body improves whole force structure.
The utility model provides a kind of splicing construction of precast pier and prefabricated cushion cap, including precast pier and prefabricated holds
Platform；The bottom centre position of the precast pier is equipped with the first cylindrical groove, and first inside grooves are equipped with hollow steel
Pipe, the hollow steel pipe are bonded with the inner wall of first groove；The top of the prefabricated cushion cap is equipped with annular groove, the annular
The inner wall of slot surrounds concrete filled steel tube tenon compatible with the hollow steel pipe；The precast pier passes through the hollow steel pipe
Coordinate with the concrete filled steel tube tenon, the bottom surface of the precast pier is bonded with the slot bottom of the annular groove；The annular groove
Outer wall and the outer wall of the precast pier between gap in be filled with rear pouring concrete.
As can be seen from the above description, the beneficial effects of the utility model are：
It is enclosed using the inner wall of hollow steel pipe and the annular groove at the top of prefabricated cushion cap in the first groove of precast pier bottom
At concrete filled steel tube tenon joggle, good positioning action is played in the installation for being on the one hand precast pier on cushion cap, another
Aspect improves the shear-carrying capacity and anti-bending bearing capacity of stitching portion；Pouring concrete wraps up precast pier after being poured in annular groove
With the stitching portion of prefabricated cushion cap, so that precast pier is linked to be an entirety with prefabricated cushion cap, improve whole force structure, make prefabricated
The splicing intensity of bridge pier and prefabricated cushion cap greatly improves, and is not less than cast-in-place bridge pier intensity.
Further, the splicing construction of the precast pier and prefabricated cushion cap further includes stiffener component, the reinforcement
Concrete-bar component includes first level reinforcing bar and vertical reinforcement；One end of the first level reinforcing bar is embedded in the of the precast pier
In the cell wall of one groove, the other end extends to the outside of the cell wall of first groove；One end of the vertical reinforcement is embedded in position
In the prefabricated cushion cap below the annular groove, the other end extends upwardly in the annular groove；
The first level reinforcing bar is connected with vertical reinforcement binding, and the rear pouring concrete wraps up the first level
The extension of reinforcing bar and vertical reinforcement.
Seen from the above description, increase first level reinforcing bar and vertical reinforcement in splicing construction, by Precast Pier Columns bottom
First level reinforcing bar and prefabricated cushion cap at the top of vertical reinforcement binding after be wrapped in rear pouring concrete, further improve pre-
The intensity of pier stud processed and prefabricated cushion cap stitching portion, improves the mechanical property of stitching portion.
Further, the stiffener component further includes the second horizontal reinforcement, and one end of second horizontal reinforcement is embedding
In the outer wall for entering the annular groove, the other end extends in the annular groove；
Second horizontal reinforcement, first level reinforcing bar and vertical reinforcement mutually bind connection, the rear pouring concrete
Wrap up the extension of second horizontal reinforcement.
Seen from the above description, increase first level reinforcing bar, the second horizontal reinforcement and vertical reinforcement in splicing construction, it will be pre-
The first level reinforcing bar of pier stud bottom processed, the second horizontal reinforcement in the annular groove of prefabricated cushion cap and vertical reinforcement mutually bind shape
At being wrapped in after bar-mat reinforcement in rear pouring concrete, the intensity of precast pier and prefabricated cushion cap stitching portion is further improved.
Further, the number of the stiffener component is four~eight and uniformly divides along the circumferential of the precast pier
Cloth, each stiffener component include first level reinforcing bar, the radial Cheng Zhi along the annular groove that the six roots of sensation is vertically arranged
The second horizontal reinforcement that four vertical reinforcements and the six roots of sensation of line arrangement are vertically arranged.
Seen from the above description, by four~eight stiffener components being evenly distributed on around precast pier, make pre-
Bridge pier processed and the intensity of all directions of prefabricated cushion cap stitching portion can be improved, and overall mechanical properties are improved.
Further, the precast pier respectively be equipped on the contact surface of the annular groove and concrete filled steel tube tenon
Epoxy resin mortar.
Seen from the above description, epoxy resin mortar stable chemical performance, corrosion resistant good weatherability, the coefficient of thermal expansion of epoxy resin mortar
It is close with concrete, it is not easy to disengage from by cohesive concrete substrate, in the contact of precast pier and prefabricated cushion cap stitching portion
Epoxy resin mortar is coated on face, can greatly improve the service life of splicing bridge.
It please refers to shown in Fig. 1 to Fig. 2, the embodiments of the present invention one are：
A kind of splicing construction of precast pier and prefabricated cushion cap, including precast pier 1 and prefabricated cushion cap 2；The prefabricated bridge
The bottom centre position of pier 1 is equipped with the first cylindrical groove, and first inside grooves are equipped with hollow steel pipe 3, described hollow
Steel pipe 3 is bonded with the inner wall of first groove；The top of the prefabricated cushion cap 2 be equipped with annular groove 4, the annular groove 4 it is interior
Wall is surrounded manages compatible concrete filled steel tube tenon 5 with the hollow steel 3；The precast pier 1 by the hollow steel pipe 3 with
The concrete filled steel tube tenon 5 coordinates, and the bottom surface of the precast pier 1 is bonded with the slot bottom of the annular groove 4；The annular groove
Rear pouring concrete 6 is filled in gap between 4 outer wall and the outer wall of the precast pier 1.
The precast pier 1 and the splicing construction of prefabricated cushion cap 2 further include stiffener component, the stiffener component
Including first level reinforcing bar 7 and vertical reinforcement 8；It is first recessed to be embedded in the precast pier 1 for one end of the first level reinforcing bar 7
In the cell wall of slot, the other end extends to the outside of the cell wall of first groove；One end insertion of the vertical reinforcement 8 is located at institute
In the prefabricated cushion cap 2 for stating 4 lower section of annular groove, the other end extends upwardly in the annular groove 4；
The first level reinforcing bar 7 is connected with the binding of the vertical reinforcement 8, and the rear pouring concrete 6 wraps up described first
The extension of horizontal reinforcement 7 and vertical reinforcement 8.
The stiffener component further includes the second horizontal reinforcement 9, and one end of second horizontal reinforcement 9 is embedded in the ring
In the outer wall of shape slot 4, the other end extends in the annular groove 4；
The mutually binding connection of second horizontal reinforcement 9, first level reinforcing bar 7 and vertical reinforcement 8, coagulation is poured after described
Soil 6 wraps up the extension of second horizontal reinforcement 9.
The number of the stiffener component is six and is uniformly distributed along the circumferential direction of the precast pier 1, each described
Stiffener component include the six roots of sensation vertically arrange first level reinforcing bar 7, along the radial direction of the annular groove 4 be in line the four of arrangement
The second horizontal reinforcement 9 that root vertical reinforcement 8 and the six roots of sensation are vertically arranged.
The precast pier 1 respectively with epoxy sand is equipped on the contact surface of the annular groove 4 and concrete filled steel tube tenon 5
Slurry 10.
The detailed process that the precast pier of the present embodiment splices with prefabricated cushion cap includes the following steps：
Step 1：Complete the prefabricated work of precast pier and prefabricated cushion cap：It is poured out in the bottom centre position of precast pier
The first cylindrical groove, and in the pre-buried hollow steel pipe of the first inside grooves；First groove in precast pier bottom
Pre-buried six groups of first level reinforcing bars, make six groups of first level reinforcing bars be uniformly distributed along the circumferential direction of precast pier in cell wall, wherein every
Group first level reinforcing bar includes the six roots of sensation first level reinforcing bar vertically arranged；
Annular groove is poured out at the top of prefabricated cushion cap, wherein the inner wall of annular groove surrounds concrete filled steel tube tenon；Institute
The pre-buried six groups of vertical reinforcements in lower section for stating the annular groove of prefabricated cushion cap make six groups of vertical reinforcements uniformly divide along the circumferential of annular groove
Cloth, wherein every group of vertical reinforcement includes four vertical reinforcements arranged along the radial alignment of annular groove；It is pre- in the outer wall of annular groove
Bury six group of second horizontal reinforcement；Six group of second horizontal reinforcement is set to be uniformly distributed along the circumferential direction of annular groove and every group of second horizontal reinforcement
Position and the position of every group of vertical reinforcement it is close to each other, wherein every group of second horizontal reinforcement includes the six roots of sensation vertically arranged
Two horizontal reinforcements；
Step 2：The slot bottom of annular groove at the top of the prefabricated cushion cap and side and the upper table of concrete filled steel tube tenon
One layer of epoxy resin mortar is respectively coated in face；Then the precast pier is installed makes the sky into the annular groove of the prefabricated cushion cap
Heart steel pipe and the concrete filled steel tube tenon joggle；Again by the first level reinforcing bar, the second horizontal reinforcement and vertical reinforcement
Mutually binding connection；
Step 3：Pouring concrete is to wrap up the precast pier after being poured in the annular groove.
The embodiments of the present invention two are：
Difference lies in the number of the stiffener component is four and along described prefabricated to embodiment two with embodiment one
The circumferential direction of bridge pier is uniformly distributed.
The embodiments of the present invention three are：
Difference lies in the number of the stiffener component is eight and along described prefabricated to embodiment three with embodiment one
The circumferential direction of bridge pier is uniformly distributed.The equally distributed eight stiffener components of circumferential direction along precast pier are used in the present embodiment,
Compared to using four stiffener components in embodiment two, more to the stiffening effect of precast pier and the stitching portion of prefabricated cushion cap
It is good.
In conclusion the splicing construction of precast pier provided by the utility model and prefabricated cushion cap, utilizes precast pier bottom
The concrete filled steel tube tenon joggle that the inner wall of hollow steel pipe in first groove in portion and the annular groove at the top of prefabricated cushion cap surrounds,
On the one hand it is that good positioning action is played in installation of the precast pier on cushion cap, the shearing resistance on the other hand improving stitching portion is held
Carry power and anti-bending bearing capacity；And more horizontal stiffeners and vertical stiffener are set, horizontal and vertical stiffener is tied up
Bundle forms reinforcing bar network, and the stitching portion of pouring concrete package precast pier and prefabricated cushion cap, makes after finally being poured in annular groove
Precast pier is linked to be an entirety with prefabricated cushion cap, improves whole force structure, makes the splicing of precast pier and prefabricated cushion cap
Intensity greatly improves, and is not less than cast-in-place bridge pier intensity.
The above description is only the embodiments of the present invention, and it does not limit the scope of the patent of the present invention, every
Equivalents made based on the specification and figures of the utility model are applied directly or indirectly in relevant technology neck
Domain is equally included in the patent within the scope of the utility model.
Claims (5)
1. the splicing construction of a kind of precast pier and prefabricated cushion cap, which is characterized in that including precast pier and prefabricated cushion cap；It is described
The bottom centre position of precast pier is equipped with the first cylindrical groove, and first inside grooves are equipped with hollow steel pipe, described
Hollow steel pipe is bonded with the inner wall of first groove；The top of the prefabricated cushion cap be equipped with annular groove, the annular groove it is interior
Wall surrounds concrete filled steel tube tenon compatible with the hollow steel pipe；The precast pier by the hollow steel pipe with it is described
Concrete filled steel tube tenon coordinates, and the bottom surface of the precast pier is bonded with the slot bottom of the annular groove；The outer wall of the annular groove
Rear pouring concrete is filled in gap between the outer wall of the precast pier.
2. the splicing construction of precast pier according to claim 1 and prefabricated cushion cap, which is characterized in that further include reinforcing steel
Muscle component, the stiffener component include first level reinforcing bar and vertical reinforcement；One end of the first level reinforcing bar is embedded in
In the cell wall of first groove of the precast pier, the other end extends to the outside of the cell wall of first groove；It is described vertical
One end insertion of reinforcing bar is located in the prefabricated cushion cap below the annular groove, and the other end extends upwardly to the annular groove
In；
The first level reinforcing bar is connected with vertical reinforcement binding, and the rear pouring concrete wraps up the first level reinforcing bar
With the extension of vertical reinforcement.
3. the splicing construction of precast pier according to claim 2 and prefabricated cushion cap, which is characterized in that the stiffener
Component further includes the second horizontal reinforcement, and one end of second horizontal reinforcement is embedded in the outer wall of the annular groove, and the other end prolongs
It extends in the annular groove；
Second horizontal reinforcement, first level reinforcing bar and vertical reinforcement mutually bind connection, the rear pouring concrete package
The extension of second horizontal reinforcement.
4. the splicing construction of precast pier according to claim 3 and prefabricated cushion cap, which is characterized in that the stiffener
The number of component is four~eight and is uniformly distributed along the circumferential direction of the precast pier that each stiffener component includes six
First level reinforcing bar that root is vertically arranged, along the annular groove radial direction be in line arrangement four vertical reinforcements and the six roots of sensation it is vertical
Second horizontal reinforcement of arrangement.
5. the splicing construction of precast pier according to claim 1 and prefabricated cushion cap, which is characterized in that the precast pier
Respectively be equipped with epoxy resin mortar on the contact surface of the annular groove and concrete filled steel tube tenon.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820171305.2U CN207812277U (en) | 2018-01-31 | 2018-01-31 | A kind of splicing construction of precast pier and prefabricated cushion cap |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820171305.2U CN207812277U (en) | 2018-01-31 | 2018-01-31 | A kind of splicing construction of precast pier and prefabricated cushion cap |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN207812277U true CN207812277U (en) | 2018-09-04 |
Family
ID=63322724
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201820171305.2U Active CN207812277U (en) | 2018-01-31 | 2018-01-31 | A kind of splicing construction of precast pier and prefabricated cushion cap |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN207812277U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108049305A (en) * | 2018-01-31 | 2018-05-18 | 福建工程学院 | The splicing construction and joining method of a kind of precast pier and prefabricated cushion cap |
| CN110984207A (en) * | 2019-10-28 | 2020-04-10 | 上海市政工程设计研究总院（集团）有限公司 | Precast concrete member assembled quick connection structure |
| CN113106843A (en) * | 2020-01-10 | 2021-07-13 | 中国国家铁路集团有限公司 | Combined embedded connection structure between prefabricated pier stud and base and construction method |
| CN114517535A (en) * | 2022-01-18 | 2022-05-20 | 中交第四公路工程局有限公司 | Assembled column base node quick-connection structure |
-
2018
- 2018-01-31 CN CN201820171305.2U patent/CN207812277U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108049305A (en) * | 2018-01-31 | 2018-05-18 | 福建工程学院 | The splicing construction and joining method of a kind of precast pier and prefabricated cushion cap |
| CN110984207A (en) * | 2019-10-28 | 2020-04-10 | 上海市政工程设计研究总院（集团）有限公司 | Precast concrete member assembled quick connection structure |
| CN113106843A (en) * | 2020-01-10 | 2021-07-13 | 中国国家铁路集团有限公司 | Combined embedded connection structure between prefabricated pier stud and base and construction method |
| CN114517535A (en) * | 2022-01-18 | 2022-05-20 | 中交第四公路工程局有限公司 | Assembled column base node quick-connection structure |
| CN114517535B (en) * | 2022-01-18 | 2022-09-06 | 中交第四公路工程局有限公司 | Assembled column base node quick-connection structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108049305A (en) | The splicing construction and joining method of a kind of precast pier and prefabricated cushion cap | |
| CN207812277U (en) | A kind of splicing construction of precast pier and prefabricated cushion cap | |
| CN104929117B (en) | Construction method of concrete pole body composite anchor rod | |
| CN104746422A (en) | Bridge prefabricated hollow pier column post-poured connecting structure and construction method | |
| TW577952B (en) | A cable renovation and intensification construction method used in reinforced concrete structure | |
| CN108149585A (en) | A kind of splicing construction and joining method of the pier stud segment of precast assembly bridge pier | |
| CN208965572U (en) | A kind of super plane area portions prestressed concrete well foundation | |
| CN206512590U (en) | A kind of assembled hollow steel pipe constrains reinforced column squat pier | |
| CN106968381A (en) | With the prefabricated shear wall and overlapping plate node of Combined grouting sleeve connection | |
| CN101338550A (en) | Double-steel tube-concrete combined structural pylon | |
| CN106013212A (en) | Offshore wind turbine tower foundation structure and installation method | |
| CN109487681A (en) | Erosion resistant ultra-high performance concrete constrains section assembling bridge pier and method of construction | |
| CN108867483A (en) | A kind of prefabricated assembled FRP tendons material concrete side crashproof guardrail of half grout sleeve connection | |
| CN204435406U (en) | A kind of Rock Bolt Foundation | |
| CN106759563A (en) | A kind of device for pile foundation repairing and reinforcing and the construction method using the device | |
| CN108086134A (en) | A kind of assembled hollow steel pipe constrains armored concrete pillar height pier | |
| CN209260588U (en) | A kind of Bridge Crack filling clamping device | |
| CN208266667U (en) | A kind of bridge pier structure | |
| CN204530422U (en) | A kind of for the syndeton of FRP pipe concrete arch ring with basis | |
| CN206359881U (en) | A kind of assembled hollow steel pipe constrains armored concrete pillar height pier | |
| CN206359882U (en) | A kind of assembled solid steel tube constrains reinforced column squat pier | |
| CN205741868U (en) | A kind of all-steel-pipe concrete composite bridge | |
| CN105673354B (en) | Connection structure between concrete tower and steel tower tube | |
| CN205618307U (en) | Connection structure between a concrete tower section of thick bamboo and head tower section of thick bamboo | |
| CN208167507U (en) | The pier bottom structure and single track bridge pier of single track bridge pier |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |