CN203284727U - Separating-type bridge pier - Google Patents
Separating-type bridge pier Download PDFInfo
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- CN203284727U CN203284727U CN2013202062338U CN201320206233U CN203284727U CN 203284727 U CN203284727 U CN 203284727U CN 2013202062338 U CN2013202062338 U CN 2013202062338U CN 201320206233 U CN201320206233 U CN 201320206233U CN 203284727 U CN203284727 U CN 203284727U
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- bridge pier
- separating
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Abstract
Disclosed is a separating-type bridge pier. The separating-type bridge pier comprises two pier columns and is characterized in that a gap is reserved between the two pier columns, shearing force connecting pieces used as connecting elements are arranged between the tops of the two pier columns, the shearing force connecting pieces are overlapped through an upper steel plate and a lower steel plate, and the overlapped positions are welded through steel bars, so that the shearing force connecting pieces are formed. The shearing force connecting pieces which are welded into a whole are fixed on the tops of the pier columns by the adoption of bolts respectively through the end positions of the upper steel plate and the lower steel plate. A piece of cushion stone is further arranged between the upper steel plate and the top of each pier column. The separating-type bridge pier is of a novel bridge pier structure which is clear in earthquake resistance, simple in structure and convenient to construct, and can be widely applied in a overhead bridge with the adoption of the larger transverse size of the overall bridge pier due to the influences like line-type control.
Description
Technical field
The utility model belongs to civil engineering, earthquake engineering technical field, is specifically related to a kind of bridge pier that improves the unfavorable problem of wall formula pier Horizontal Seismic.
Background technology
Along with the fast-developing of economy with to the expansion gradually of transport need, the Bridges in Our Country building cause is more and more prosperous, and particularly in order to alleviate urban traffic pressure, the urban viaduct construction has also welcome a new upsurge.Single-column pier system is used in the majority in Urban Bridge.And in the single-column pier, due to the impact of the factors such as special place and line style control, the class bridge pier that domestic a lot of Urban Bridge employing lateral dimensions and longitudinal size ratio are very large, this class bridge pier is commonly referred to wall formula pier.Wall formula pier direction across bridge has very strong bending resistance, is difficult for surrender under action of strong earthquake, thereby bridge earthquake resistance is played the higher antidetonation demand of the capacity protection members such as basis proposition of control action.In soft foundation, wall formula pier proposes larger requirement to the sectional dimension on basis.Secondly, have and be difficult for checking after the pile foundation shake, be difficult for the characteristics such as reparation, and engineering quantity is great, usually plays control action under geological process, and occupies large percentage in the integral bridge cost.Therefore; if can more reasonably design bridge pier; make and can either keep it to have under Static behavior and the identical performance of traditional wall formula pier; can cut down again the bending resistance under its geological process; just can effectively reduce the antidetonation demand to capacity protection members such as pile foundations; thereby improve the anti-seismic performance of bridge construction integral body, be conducive to again reduce simultaneously the integral bridge construction costs.
Summary of the invention
The purpose of this utility model is under the prerequisite that does not change bridge abutment integral size and constructure scheme, and a kind of separate type bridge pier is provided, and can effectively improve the unfavorable problem of wall formula pier Horizontal Seismic, reduces the Novel separated type bridge pier structure of integral bridge construction costs.
For reaching above purpose, the utility model provides technical scheme and is:
A kind of separate type bridge pier, comprise two pier studs, it is characterized in that, reserve slot between these two pier studs, and shear connector is set as connecting elements between two pier stud tops, described shear connector is to be incorporated in superimposed place by up and down two sheet packs to be welded by steel bar, and so integrally welded shear connector is bolted to two pier stud tops by the end place employing of up and down two steel plates respectively again, also is provided with pinner between described upper steel plate and pier stud top.
The utility model is applicable to adopt viaduct, particularly intends the bridge of the pier stud form of employing wall formula pier.Under geological process; welding steel bar generation shear failure in shear connector; two pier studs separate; the lateral stiffness of pier stud reduces; flexural strength also reduces; pier stud is surrendered; utilize the plastic strain of particular elements; earthquake energy, reduce bridge pier and basic earthquake response, and decrease is to pile foundation; the antidetonation demand of the capacity protection such as cushion cap and bearing member; thereby reduce the design difficulty of integral bridge,, by more reasonably designing substructure and the abutment member such as cushion cap, pile foundation, reach the purpose that reduces project total cost.The utility model is that a kind of antidetonation is clear and definite, simple structure, and the novel bridge pier structure of easy construction, can be widely used in intending adopting in the larger elevated bridge of bridge pier total lateral dimensions because of the impact of the reasons such as line style control.
Description of drawings
Below in conjunction with drawings and Examples, the utility model is further illustrated
Fig. 1 is wall formula pier plan view.
Fig. 2 is the utility model separate type pier plan view.
Fig. 3 is the utility model separate type pier elevation.
Fig. 4 is the shear connector elevation.
Mark in figure: 1 bearing, Bridge 2 pier, 3 shear connectors, gap between 4 pier studs, 5 cushion caps, 6 bolts, 7 steel plates, 8 steel bars, 9 pinners.
The specific embodiment
The utility model design scheme is: on the design basis of original bridge pier 2, keep the bridge pier planar dimension constant, separate respectively and build with dividing plate in middle part when building bridge pier, form the separate type bridge pier, form the gap 4 of certain width in the middle of after form removable, at two pier stud tops, shear connector 3 is set; Shear connector is comprised of bolt 6 and two block plates 7, and bolt 6 is embedded in the pier stud top, steel plate 7 one ends and bolted-on, and the other end is by welding steel bar 8 and another block plate 7 welding; Build pinner 9 at a pier stud top,, with the fixation steel plate position, prevent concrete destruction.Shear connector 3 is Transfer of Shear and moment of flexure under the bridge normal operating conditions, with balance,, by the eccentric throw that eccentric support causes, prevents the stressed change of bridge pier, thereby affect bridge security, uses; Welding steel bar generation shear failure under geological process, the purpose of to reach the pier stud of placing fixed bearing, bearing seismic load, thereby the antidetonation demand of decrease basis and bearing.
The static attribute of the utility model structure: comprise two pier studs 2, reserve slot 4 between these two pier studs, and shear connector 3 is set as connecting elements between two pier stud tops, described shear connector 3 is to be incorporated in superimposed place by steel bar 8 be welded (forming weld seam) by up and down two steel plates 7 are folded, so integrally welded shear connector adopts bolt 6 to be fixed on two pier stud tops by the end place of up and down two steel plates respectively again, also is provided with pinner 9 between described upper steel plate and pier stud top.
Under geological process, the weld seam generation shear failure in shear connector, two pier studs separate.
The utility model separate type pier stud is consistent with traditional wall formula pier job practices, only reserve the gap of construction formwork between two pier studs, the bolt of junction steel plate is embedded in the pier stud top when building bridge pier, steel plate be installed after the pier stud form removal and with nut, be anchored, being welded as integral body with steel bar between steel plate.
In the utility model, described shear connector 3 adopts steel type, the size of steel and junction steel plate steel bar, and welding procedure etc. is adjusted according to designing requirement, to guarantee under the prerequisite that is not affecting the normal use of bridge, realization improves the disadvantageous problem of wall formula pier Horizontal Seismic, to reach the earthquake response that reduces bridge substructure and the purpose that improves the integral bridge anti-seismic performance.
In the utility model, described separate type pier stud and traditional former pier stud plane are consistent, and pier stud reinforcement ratio and bearing arrangement form are determined according to designing requirement, and intermediate gap can be adjusted according to the relative displacement between two pier studs under geological process.
In the utility model, described bolt 6 adopts high-strength bolts, is prefabricated in the factory or constructs when cast-in-place to be embedded in bridge pier in advance.
The advantage of the technical scheme that the utility model provides:
1) demonstrated fully the characteristics of Ductility Design, utilized the ductility of bridge pier, earthquake energy, reduce earthquake response, improves the anti-seismic performance of integral bridge structure.
2) by reducing the earthquake demand to capacity protection members such as pile foundation and bearings, and then more reasonably design pile foundation and cushion cap etc., to reach reasonability economically.In place, be particularly the situation of soft foundation,, by reducing the earthquake demand to the capacity protection member, can effectively reduce the design size of cushion cap and pile foundation, thereby reach the purpose that reduces the substructure cost.
3) by shear connector 3 is set, avoiding between pier stud can contingent collision in seismic process, and plays the balance eccentric support and arrange the effect that causes moment of flexure.When earthquake occurs, the weld seam generation shear failure in shear connector 3, the lateral seismic inertia force of superstructure is mainly born by the pier stud that horizontal fixed bearing is set, and another slip pier stud is stressed very little, thereby reaches the effect of control structure earthquake response.
4) antidetonation is clear and definite, simple structure, and easy construction, adopt existing construction technology can complete whole technological merits of this utility model.
Claims (1)
1. separate type bridge pier, comprise two pier studs, it is characterized in that, reserve slot between these two pier studs, and shear connector is set as connecting elements between two pier stud tops, described shear connector is to be incorporated in superimposed place by up and down two sheet packs to be welded by steel bar, and so integrally welded shear connector is bolted to two pier stud tops by the end place employing of up and down two steel plates respectively again, also is provided with pinner between described upper steel plate and pier stud top.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013202062338U CN203284727U (en) | 2013-04-23 | 2013-04-23 | Separating-type bridge pier |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013202062338U CN203284727U (en) | 2013-04-23 | 2013-04-23 | Separating-type bridge pier |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203284727U true CN203284727U (en) | 2013-11-13 |
Family
ID=49541099
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2013202062338U Expired - Fee Related CN203284727U (en) | 2013-04-23 | 2013-04-23 | Separating-type bridge pier |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203284727U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109667223A (en) * | 2017-10-17 | 2019-04-23 | 比亚迪股份有限公司 | The bridge pier of Rail Transit System and Rail Transit System with it |
| CN110306425A (en) * | 2019-06-05 | 2019-10-08 | 中铁二院工程集团有限责任公司 | The pier bottom construction for bearing the squat pier rigid frame bridge of moment of flexure can significantly be reduced |
| CN118273217A (en) * | 2024-05-07 | 2024-07-02 | 北京市市政工程设计研究总院有限公司 | Rigid frame bridge structure and construction method thereof |
-
2013
- 2013-04-23 CN CN2013202062338U patent/CN203284727U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109667223A (en) * | 2017-10-17 | 2019-04-23 | 比亚迪股份有限公司 | The bridge pier of Rail Transit System and Rail Transit System with it |
| CN110306425A (en) * | 2019-06-05 | 2019-10-08 | 中铁二院工程集团有限责任公司 | The pier bottom construction for bearing the squat pier rigid frame bridge of moment of flexure can significantly be reduced |
| CN110306425B (en) * | 2019-06-05 | 2024-03-22 | 中铁二院工程集团有限责任公司 | Pier bottom structure of short pier rigid frame bridge capable of greatly reducing bearing bending moment |
| CN118273217A (en) * | 2024-05-07 | 2024-07-02 | 北京市市政工程设计研究总院有限公司 | Rigid frame bridge structure and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20131113 Termination date: 20160423 |