CN105297617B - Double-column type swinging shock-insulation bridge pier structure system - Google Patents
Double-column type swinging shock-insulation bridge pier structure system Download PDFInfo
- Publication number
- CN105297617B CN105297617B CN201510824004.6A CN201510824004A CN105297617B CN 105297617 B CN105297617 B CN 105297617B CN 201510824004 A CN201510824004 A CN 201510824004A CN 105297617 B CN105297617 B CN 105297617B
- Authority
- CN
- China
- Prior art keywords
- sections
- bridge pier
- steel
- concrete
- 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 invention provides a double-column type swinging shock-insulation bridge pier structure system and belongs to the field of bridge engineering. The structure system is mainly composed of an upper structure, a reinforced concrete bridge pier section and a steel pipe concrete bridge pier section, a bearing platform, a steel pipe concrete bolt pin, a non-binding pre-stress steel bar and the like. The steel pipe concrete bridge pier section is connected with the upper structure through the non-binding pre-stress steel bar; and with the help of an external energy consumption device and a metal annular object, the shock-insulation effect and the self-resetting capability of a bridge structure can be effectively provided. The structure system designed by the invention has a definite stress mechanism; under the condition of ensuring that the structure system has enough intensity and rigidity, the earthquake effect borne by the structure is reduced, and the effective energy consumption capability and self-resetting capability can be provided; and the problems of a traditional double-column type bridge pier structure system that a support is replaced in a life period and the system is seriously damaged and has large residual deformation after the earthquake effect can be solved.
Description
Technical field
The invention belongs to science of bridge building field.More particularly to by Non-cohesive Prestressing Force Technology and energy consuming components control structure ground
A kind of queen post of shake reaction and residual deformation waves shock insulation Bridge Pier Structure System.
Background technology
China is located between circum-Pacific seismic belt and Eurasian earthquake zone, and the most area on territory is earthquake territory, especially
It is that the west area of China mostly is meizoseismal area, seismic activity is frequent.Bridge is the multi-purpose project of transportation lifeline, its construction cost
Height, once suffer eaerthquake damage, it will cause huge economic loss, and repair extremely difficult after shaking.Occur directly in bridge
On the number of casualties and few, but due to transportation lifeline damage, the economic loss and casualties interrupting and cause can not
Estimate, cause rescue personnel to be in time, many people aggravate earthquake disaster because of not rescued in time.Meanwhile,
The large bridge reparation for wrecking gets up relatively difficult, the reconstruction after having a strong impact on disaster area productive life and calamity.
At present Bridge Earthquake Resistance Design method mainly progressively develops around tensility shock-resistant theory, will reinforced concrete bridge
Pier is designed to ductile reinforced member, and forms Strength Safety grade difference with important capacity protection component.Ductility bridge pier component it is anti-
Shake mechanism is, using selected suitable areas of plasticity hinge, using the region elastic-plastic deformation come the seismic energy that dissipates, and to extend bridge
The girder construction basic cycle, so as to reduce Seismic Response of Bridge Structure.Can be expired by the bridge structure of reasonable Ductility Design
Foot prevents Bridge Structure Collapse in earthquake, protects the security of the lives and property of people.But the short bridge pier in, it is in earthquake
Easily there is curved scissors destruction, in order to meet tensility shock-resistant demand, a large amount of stirrups and longitudinal reinforcement need to be configured, seriously increase construction investment
Cost.More importantly Ductility Design method inevitably damages bridge pier, the bridge pier especially under severe earthquake action
Areas of plasticity hinge is damaged will be very serious, and produce larger lateral residual displacement, cause bridge substructure to need after shake
Fully or partially rebuilding could provide Functions of Transportation.These are removed, replacing and repair cause interruption of communication to cause indirectly
Economic loss be even more be difficult to estimate.Adopt the seismic isolation design method of shock isolating pedestal and damping unit can be with effectively solving ductility
Design bridge structure repairs the problems such as expending huge in inevitable damage in earthquake and after shaking, and gradually extensive in last decade
In being applied to bridge structure.The current shock isolation method disadvantage that subtracts is that displacement structure needs mutually to coordinate with support system.
Under the maximum seismic loading being likely to occur, in the case of especially Near-source earthquake Property comparison is significant, seismic isolation and reduction structure is carried
For design displacement will be very big, superstructure may be caused to depart from bearing, and work as superstructure displacement more than bent cap or abutment
During the bearing length of offer, it may occur that fall beam.Therefore, being had under rarely occurred earthquake effect using the bridge structure of vibration absorption and isolation support can
Bridge heavy damage can occur, even fall to beam and collapsing.And shock isolating pedestal conventional at present is laminated steel plate rubber-like bearing
(lead core rubber support, high-damp rubber support etc.), its design life is 50 years, and the bridge's design life-span is generally
100 years, folded room steel plate rubber-like performance durability was poor, and bearing replacement is extremely difficult, and existing highway bridge shock isolating pedestal is difficult to solve
Problems, therefore the increase of bridge Life cycle cost.
The content of the invention
In order to overcome above-mentioned defect, the present invention to provide a kind of queen post and wave shock insulation Bridge Pier Structure System, protecting
On the premise of card sufficient intensity and rigidity, the seismic force that structure is born is reduced, there is provided effective energy dissipation capacity and self-resetting capability, keep away
Exempt from structure and heavy damage and big residual deformation, the bridge structure high to meet shockproof requirements occur.
It is an object of the invention to provide a kind of queen post waves shock insulation Bridge Pier Structure System, its characteristic is：It is described double
Pillar wave shock insulation Bridge Pier Structure System mainly by bridge superstructure (1), reinforced concrete bridge pier sections (2), cushion cap (3),
Pile foundation (4), concrete pier of steel tube sections (5), external mild steel damper (6), no-cohesive prestressed reinforcement (7), rubber blanket
Layer (12), the billet (13) of the pre- buried strap hemisphere tongue of cushion cap, concrete filled steel tube pin (15), marmem hollow cylinder
Thing (17) and mild steel hollow cylinder thing (18) are constituted, and have two sections of armored concrete side by side below bridge superstructure (1)
Bridge pier sections (2), is concrete pier of steel tube sections (5) below every section of reinforced concrete bridge pier sections (2), and every section of steel pipe is mixed
It is cushion cap (3) below solidifying soil bridge pier sections (5), is two pile foundations (4) side by side below each cushion cap (3)；
Lead to through bridge superstructure (1) and reinforcing bar between bridge superstructure (1) and reinforced concrete bridge pier sections (2)
Four internal parallel no-cohesive prestressed reinforcement (7) connections of concrete pier sections (2)；The bridge superstructure (1)
By the reserved cylindrical cavity of steel cage (16) between the parallel no-cohesive prestressed reinforcement (7) in bottom four, in cylindrical cavity
Placing steel tubes concrete pin (15), are disposed between steel cage (16) and concrete filled steel tube pin (15) and are welded on steel tube concrete
Marmem hollow cylinder thing (17) and mild steel hollow cylinder thing (18) on native pin (15), marmem is hollow
Cylinder (17) and mild steel hollow cylinder thing (18) are upper and lower relation；The central shaft of marmem hollow cylinder thing (17) and
The central shaft of mild steel hollow cylinder thing (18) and the central axis of concrete filled steel tube pin (15)；Concrete filled steel tube pin
(15) one end is placed on steel cage (16), and the other end is located in reinforced concrete bridge pier sections (2), positioned at reinforced concrete bridge pier
The outer surface of internal concrete filled steel tube pin (15) section of sections (2) is provided with shearing peg.
Existential Space between reinforced concrete bridge pier sections (2) and cushion cap (3), reinforced concrete bridge pier sections (2) and holds
Platform (3) is connected using concrete pier of steel tube sections (5)；The upper end insertion armored concrete of concrete pier of steel tube sections (5)
Bridge pier sections (2), and the outer surface in this section of reinforced concrete bridge pier sections (2) has shearing peg, there is steel flange end；Hold
The upper surface of platform (3) is provided with round platform hole, and the upper top surface area of round platform hole is more than bottom surface area, and round platform hole bottom is band
The billet (13) of hemispherical projections, the periphery of the billet with hemispherical projections (13) has shearing peg and band hemispherical projections
The periphery of billet (13) be embedded in cushion cap (3)；Round platform hole side wall cloth is equipped with one layer of rubber spacer (12)；Steel tube concrete
The lower end of native bridge pier sections (5) is located in round platform hole, and concrete pier of steel tube sections (5) lower end port is with reeded steel
Plate, groove fits together with the hemispherical projections of billet (13)；In the outer armored concrete of concrete pier of steel tube sections (5)
There are multiple independent external mild steel dampers between bridge pier sections (2) and cushion cap (3)；No-cohesive prestressed reinforcement (7) runs through
Reinforced concrete bridge pier sections (2), concrete pier of steel tube sections (5) and cushion cap (3).
Further the steel duct in concrete pier of steel tube sections (5) is welded with cross rib (21), by steel duct point
For four parts, steel duct surface is every to be partly provided with short rib, while no-cohesive prestressed reinforcement (7) is distributed in four parts
In.
The top of 1/3 length of the concrete pier of steel tube sections (5) is cast in reinforced concrete bridge pier sections (2)
It is interior.
The external mild steel damper (6) is made up of mild steel inner core (23) and high tensile metal trocar sheath (24), mild steel inner core
(23) two ends connect cushion cap (3) and concrete pier of steel tube sections (5) by anchor pole (22)；
The no-cohesive prestressed reinforcement (7) sequentially passes through cushion cap (3), the billet with hemispherical tongue (13), steel pipe
Concrete pier sections (5), reinforced concrete bridge pier sections (2), concrete filled steel tube pin (15) and bridge superstructure
(1), two ends are anchored above cushion cap (3) bottom and bridge superstructure (1) respectively by anchorage (9).
No-cohesive prestressed reinforcement has runback bit function.
The invention has the beneficial effects as follows：
The queen post of the present invention waves shock insulation Bridge Pier Structure System, and damping and isolation effect is notable under geological process, main body
It is now following some：
1., because bridge pier-cushion cap and bridge pier-superstructure are only connected by no-cohesive prestressed reinforcement, contact portion can be sent out
Raw lift-off, therefore, bridge pier upper and lower end parts moment of flexure is obtained effectively release in earthquake, reduces bridge pier and damages, and reduces bridge structure institute
The seismic force for bearing, and waved come the seismic energy that dissipates, reaction of the effective control bridge pier in earthquake by bridge pier.
2. at the top of cushion cap with pier section change at arrange mild steel damper play a part of dissipation seismic energy, have
The development of effect control bridge pier plastic deformation, makes damage concentration in mild steel damper, plays a part of to protect bridge pier, and mild steel to damp
Device is easier to change after shake.
3. Non-cohesive Prestressing Force Technology and adopting for marmem circle provide bridge structure self-resetting capability, effectively
Control bridge pier residual deformation, it is ensured that transport services function after bridge structure shake, reduces repair after shake.
4. the present invention is not provided with bearing between bridge pier and superstructure, and bearing in earthquake can be avoided to come off and girder displacement
The excessive and beam that falls that causes；It also avoid being changed after bearing needs periodic detection and failure due to endurance issues simultaneously asks
Topic.
5. design of the present invention to existing conventional bridge pier changes less, easily realizes, applied widely, can reduce bridge pier
Design section and arrangement of reinforcement consumption；Destruction after shake concentrates on mild steel damper, and slightly repairing just can use, it is ensured that transportation lifeline is not
Interrupt, reduce rehabilitation cost and disaster area reconstruction time after shake.Therefore, the present invention has good society economic benefit, is worth pushing away
Wide application.
Description of the drawings
Fig. 1 waves the outside schematic diagram of shock insulation Bridge Pier Structure System for queen post.
Fig. 2 is the Section A-A schematic diagram that queen post waves shock insulation Bridge Pier Structure System in Fig. 1.
Fig. 3 is the section B-B schematic diagram that queen post waves shock insulation Bridge Pier Structure System in Fig. 1.
Fig. 4 is the D-D schematic cross-sections that queen post waves shock insulation Bridge Pier Structure System in Fig. 2.
Fig. 5 is the F-F schematic cross-sections that queen post waves shock insulation Bridge Pier Structure System in Fig. 3.
Fig. 6 waves the external mild steel damper organigram of shock insulation Bridge Pier Structure System for queen post.
1-bridge superstructure；2-reinforced concrete bridge pier sections；3-cushion cap；4-pile foundation；5-concrete filled steel tube
Bridge pier sections；6-external mild steel damper；7-no-cohesive prestressed reinforcement；8-prestressing force reserving hole；9-anchorage；10—
Shearing peg；11-steel flange；12-rubber spacer；The billet of the pre- buried strap shape tongue of 13-cushion cap；14-billet；15—
Concrete filled steel tube pin；16-steel cage；17-marmem hollow cylinder thing；18-mild steel hollow cylinder thing；19-water
Cement mortar；20-short rib；21-cross rib；22-anchor pole；23-mild steel inner core；24-high tensile metal trocar sheath；25-nut.
Specific embodiment
The present invention is on the basis of conventional rebar Concrete Double columnar pier, bridge pier bottom and cushion cap and top to be tied
Structure is separated with pier coping portion, only connects and be aided with metal damping unit by prestressing without bondn steel beam, to realize shaking for bridge pier
Pendulum behavior come dissipate seismic energy and have runback bit function, reach the purpose for subtracting shock insulation.The structure is mainly used in anti-seismic performance
It is required that higher science of bridge building subtracts in seismic isolation technology with engineering of crossing a river.
As shown in figs. 1 to 6, the present invention waves shock insulation Bridge Pier Structure System for a kind of queen post, mainly including bridge pier-cushion cap
Connecting structure and bridge pier-superstructure connecting structure.Fig. 2 and Fig. 4 waves the bridge pier of shock insulation Bridge Pier Structure System-hold for queen post
Platform connecting structure schematic diagram, mainly by reinforced concrete bridge pier sections 2, cushion cap 3, concrete pier of steel tube sections 5 and external soft
Steel antivibrator 6 is constituted.The reserved upper top surface area of cushion cap 3 more than the round platform hole of bottom surface, place end and be embedded in by hole bottom
The billet 13 with hemispherical tongue in cushion cap 3, the pre-buried end welding shearing peg 10 of the billet 13 with hemisphere tongue,
Round platform hole side wall cloth puts the rubber spacer with round platform consistent size.Placing steel tubes on the billet 13 with hemispherical tongue
Concrete pier sections 5, the bottom of concrete pier of steel tube sections 5 is the steel plate with hemispherical groove, groove size and tongue one
Cause.The top of 1/3 length of concrete pier of steel tube sections 5 is cast in reinforced concrete bridge pier sections 2, the edge of shearing peg 10
Length direction is welded on the steel pipe of concrete pier of steel tube sections 5, steel tube end part welding annular steel flange 11.Cushion cap 3 with
Concrete pier of steel tube sections 5 is connected by external mild steel damper 6 and no-cohesive prestressed reinforcement 7.External mild steel damper 6
It is made up of mild steel inner core 23 and high tensile metal trocar sheath 24, two ends connect cushion cap 3 and concrete pier of steel tube section by anchor pole 22
Section 5.Fig. 3 and Fig. 5 waves the bridge pier-superstructure connecting structure schematic diagram of shock insulation Bridge Pier Structure System for queen post, mainly by
Bridge superstructure 1, no-cohesive prestressed reinforcement 7, rubber spacer 12, concrete filled steel tube pin 15, marmem are hollow
Cylinder 17 and mild steel hollow cylinder thing 18 are constituted.Pass through rubber between bridge superstructure 1 and reinforced concrete bridge pier sections 2
Rubber cushion layer 12 is isolated, and is connected by prestressing without bondn steel beam 7.Superstructure 1 arranges steel cage 16, steel cage 16 and steel tube concrete
Marmem hollow cylinder thing 17 and mild steel hollow cylinder thing 18 are arranged between native pin 15, to provide power consumption and runback
The function of position.Shearing peg 10 and steel flange are welded on the steel pipe of the insertion armored concrete sections of concrete filled steel tube pin 15
11, to strengthen bonding strength.The soap-free emulsion polymeization applied in bridge pier-cushion cap connecting structure and bridge pier-superstructure connecting structure is pre-
Stress reinforcing bar 7 be elongated reinforcing bar, sequentially pass through cushion cap 3, the billet 13 with hemispherical tongue, concrete pier of steel tube sections 5,
Reinforced concrete bridge pier sections 2, concrete filled steel tube pin 15 and bridge superstructure 1, and be anchored in cushion cap by anchorage 9
3 bottoms and bridge superstructure 1.Fig. 6 illustrates for the external mild steel damper construction that queen post waves shock insulation Bridge Pier Structure System
Figure, is made up of mild steel inner core 23 and high tensile metal trocar sheath 24, and two ends connect cushion cap 3 and concrete pier of steel tube by anchor pole 22
Sections 5.
The present invention breaks through traditional two-columned pier mentality of designing, and flexible design, structure stress clearly, ties two-columned pier
Structure system has good Self-resetting performance and a stable energy dissipation capacity, and can quick-replaceable, meet control residual deformation,
It is quick after shake to update the requirement such as reparation.External energy-consumption device involved in the present invention is changed convenient, it is ensured that this pillarwork system
Ruggedness and shake after recoverability energy, be breakthrough and development to traditional pier Column border node system.The present invention can be good at solution
Traditional bridge pier of having determined has the larger problem for being difficult to recover residual deformation after earthquake load, and while ensures enough consumptions
Can ability.Additionally, the function of alternative bearing of the invention, makes bridge structure not use bearing, traditional bridge is solved in bridge
The problem of multiple replacing time, economic benefit is needed to greatly improve in beam life cycle management.Queen post waves shock insulation bridge pier structure
System has good service behaviour under normal working load and accidental seismic loading, is worth being promoted in Practical Project
Using.
Claims (5)
1. a kind of queen post waves shock insulation Bridge Pier Structure System, and its characteristic is：The queen post waves shock insulation bridge pier structure body
Owner will be by bridge superstructure (1), reinforced concrete bridge pier sections (2), cushion cap (3), pile foundation (4), steel pipe encased concrete bridge
Pier sections (5), external mild steel damper (6), no-cohesive prestressed reinforcement (7), rubber spacer (12), the pre- buried strap hemisphere of cushion cap are convex
The billet (13) of groove, concrete filled steel tube pin (15), marmem hollow cylinder thing (17) and mild steel hollow cylinder
Thing (18) is constituted, and has two sections of reinforced concrete bridge pier sections (2) side by side below bridge superstructure (1), and every section of reinforcing bar is mixed
It is concrete pier of steel tube sections (5) below solidifying soil bridge pier sections (2), below every section of concrete pier of steel tube sections (5)
It is two pile foundations (4) side by side below each cushion cap (3) for cushion cap (3)；
Lead to through bridge superstructure (1) and reinforced concrete between bridge superstructure (1) and reinforced concrete bridge pier sections (2)
Four internal parallel no-cohesive prestressed reinforcement (7) connections of native bridge pier sections (2)；Bridge superstructure (1) bottom
By the reserved cylindrical cavity of steel cage (16) between four parallel no-cohesive prestressed reinforcements (7), place in cylindrical cavity
Concrete filled steel tube pin (15), is disposed between steel cage (16) and concrete filled steel tube pin (15) and is welded on concrete filled steel tube pin
Marmem hollow cylinder thing (17) and mild steel hollow cylinder thing (18) on bolt (15), marmem hollow cylinder
Thing (17) and mild steel hollow cylinder thing (18) are upper and lower relation；The central shaft and mild steel of marmem hollow cylinder thing (17)
The central shaft of hollow cylinder thing (18) and the central axis of concrete filled steel tube pin (15)；Concrete filled steel tube pin (15)
One end is placed on steel cage (16), and the other end is located in reinforced concrete bridge pier sections (2), positioned at reinforced concrete bridge pier sections
(2) outer surface of internal concrete filled steel tube pin (15) section is provided with shearing peg；
Existential Space between reinforced concrete bridge pier sections (2) and cushion cap (3), reinforced concrete bridge pier sections (2) and cushion cap (3)
Connected using concrete pier of steel tube sections (5)；The upper end insertion reinforced concrete bridge pier section of concrete pier of steel tube sections (5)
Section (2), and the outer surface in this section of reinforced concrete bridge pier sections (2) has shearing peg, there is steel flange end；Cushion cap (3)
Upper surface be provided with round platform hole, the upper top surface area of round platform hole is more than bottom surface area, and round platform hole bottom is band hemisphere
The raised billet (13) of shape, the periphery of the billet with hemispherical projections (13) has shearing peg and the steel with hemispherical projections
The periphery of backing plate (13) is embedded in cushion cap (3)；Round platform hole side wall cloth is equipped with one layer of rubber spacer (12)；Steel pipe encased concrete bridge
The lower end of pier sections (5) be located at round platform hole in, concrete pier of steel tube sections (5) lower end port be with reeded steel plate,
Groove fits together with the hemispherical projections of billet (13)；In the outer reinforced concrete bridge of concrete pier of steel tube sections (5)
There are multiple independent external mild steel dampers between pier sections (2) and cushion cap (3)；No-cohesive prestressed reinforcement (7) is through steel
Reinforced concrete bridge pier sections (2), concrete pier of steel tube sections (5) and cushion cap (3).
2. shock insulation Bridge Pier Structure System is waved according to a kind of queen post of claim 1, its characteristic is, concrete pier of steel tube
Steel duct in sections (5) is welded with cross rib (21), and steel duct is divided into into four parts, and steel duct surface is every partly to be set
There is short rib, while no-cohesive prestressed reinforcement (7) is distributed in four parts.
3. shock insulation Bridge Pier Structure System is waved according to a kind of queen post of claim 1, its characteristic is, concrete pier of steel tube
The top of 1/3 length of sections (5) is cast in reinforced concrete bridge pier sections (2).
4. shock insulation Bridge Pier Structure System is waved according to a kind of queen post of claim 1, its characteristic is that the external mild steel hinders
Buddhist nun's device (6) is made up of mild steel inner core (23) and high tensile metal trocar sheath (24), and mild steel inner core (23) two ends are connected by anchor pole (22)
Connect cushion cap (3) and concrete pier of steel tube sections (5).
5. shock insulation Bridge Pier Structure System is waved according to a kind of queen post of claim 1, its characteristic is, prestressing without bondn steel
Muscle (7) sequentially passes through cushion cap (3), the billet with hemispherical tongue (13), concrete pier of steel tube sections (5), reinforced concrete
Native bridge pier sections (2), concrete filled steel tube pin (15) and bridge superstructure (1), two ends are anchored at respectively by anchorage (9)
Above cushion cap (3) bottom and bridge superstructure (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510824004.6A CN105297617B (en) | 2015-11-24 | 2015-11-24 | Double-column type swinging shock-insulation bridge pier structure system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510824004.6A CN105297617B (en) | 2015-11-24 | 2015-11-24 | Double-column type swinging shock-insulation bridge pier structure system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105297617A CN105297617A (en) | 2016-02-03 |
| CN105297617B true CN105297617B (en) | 2017-04-19 |
Family
ID=55195384
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510824004.6A Active CN105297617B (en) | 2015-11-24 | 2015-11-24 | Double-column type swinging shock-insulation bridge pier structure system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105297617B (en) |
Families Citing this family (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106049760B (en) * | 2016-08-11 | 2018-12-04 | 大连理工大学 | Precast concrete suspension column and its construction, maintaining method are quickly repaired after shake |
| CN106351113B (en) * | 2016-08-28 | 2018-04-17 | 防灾科技学院 | A kind of high-speed railway bridge seismic Damage control system |
| CN107059599B (en) * | 2017-04-27 | 2019-01-08 | 北京市市政工程设计研究总院有限公司 | Antidetonation, damping cast-in-situ bridge without support Self-resetting |
| CN107806010A (en) * | 2017-10-23 | 2018-03-16 | 南京林业大学 | A kind of assembled multiple tube seawater marine sand concrete bridge pier and preparation method |
| CN108103927B (en) * | 2017-12-30 | 2019-06-14 | 北京工业大学 | The recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after shake |
| CN108547217B (en) * | 2018-06-12 | 2023-09-19 | 北京市市政工程设计研究总院有限公司 | Prefabricated bridge precast concrete pier column and cover beam socket structure and construction method |
| CN108867342B (en) * | 2018-06-29 | 2020-06-16 | 防灾科技学院 | High-durability earthquake collapse-resistant multi-column pier system and construction method |
| CN109610304A (en) * | 2018-12-27 | 2019-04-12 | 北京市政路桥股份有限公司 | A kind of recoverable prefabricated assembled bridge pier of function and its construction method |
| CN109972501A (en) * | 2019-05-08 | 2019-07-05 | 福州大学 | A kind of Novel swing Self-resetting bridge pier with energy-consuming device and its application |
| CN111501534A (en) * | 2020-05-07 | 2020-08-07 | 合肥工业大学 | Assembled post-earthquake replaceable combined pier |
| CN112942077B (en) * | 2021-02-03 | 2022-06-10 | 中国地震局工程力学研究所 | Sliding swing pier system and swing pier top structure |
| CN113005887B (en) * | 2021-03-17 | 2022-09-13 | 河北振创电子科技有限公司 | Plug-in type sways pier |
| CN115726369B (en) * | 2022-12-08 | 2024-05-28 | 北京工业大学 | Subway station-viaduct co-construction anti-seismic toughness structure and design method |
| CN116289510B (en) * | 2023-03-23 | 2023-11-14 | 天津大学 | Full-assembled double-column bridge structural system based on bearing platform and pier top swing |
| CN116289509B (en) * | 2023-03-23 | 2024-01-23 | 天津大学 | Multistage limiting-self-resetting element for full-assembled bridge of swinging bearing platform |
| CN117385732B (en) * | 2023-11-30 | 2024-06-04 | 石家庄铁道大学 | Prefabricated assembly type swing pier structure system, installation method and application |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013174050A (en) * | 2012-02-23 | 2013-09-05 | Hitachi Zosen Corp | Junction structure of steel bridge pier and concrete pile foundation |
| CN104060527A (en) * | 2014-06-27 | 2014-09-24 | 中铁第一勘察设计院集团有限公司 | Bridge water pier structure coated with RPC (Reactive Powder Concrete) freezing and thawing prevention plate and construction method thereof |
| CN104120647A (en) * | 2014-07-04 | 2014-10-29 | 上海应用技术学院 | Segmental assembling concrete frame bridge pier system suitable for rapid construction and construction method |
| CN104278620A (en) * | 2014-09-29 | 2015-01-14 | 北京工业大学 | Resettable roll-in type swinging seismic-isolation pier stud with flanges |
| CN104343080A (en) * | 2014-09-29 | 2015-02-11 | 北京工业大学 | Method for constructing segmental prefabricating and assembling swing foundation pier |
| CN104863045A (en) * | 2015-05-29 | 2015-08-26 | 重庆大学 | Steel tube confinement reinforced concrete bridge pier system |
-
2015
- 2015-11-24 CN CN201510824004.6A patent/CN105297617B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2013174050A (en) * | 2012-02-23 | 2013-09-05 | Hitachi Zosen Corp | Junction structure of steel bridge pier and concrete pile foundation |
| CN104060527A (en) * | 2014-06-27 | 2014-09-24 | 中铁第一勘察设计院集团有限公司 | Bridge water pier structure coated with RPC (Reactive Powder Concrete) freezing and thawing prevention plate and construction method thereof |
| CN104120647A (en) * | 2014-07-04 | 2014-10-29 | 上海应用技术学院 | Segmental assembling concrete frame bridge pier system suitable for rapid construction and construction method |
| CN104278620A (en) * | 2014-09-29 | 2015-01-14 | 北京工业大学 | Resettable roll-in type swinging seismic-isolation pier stud with flanges |
| CN104343080A (en) * | 2014-09-29 | 2015-02-11 | 北京工业大学 | Method for constructing segmental prefabricating and assembling swing foundation pier |
| CN104863045A (en) * | 2015-05-29 | 2015-08-26 | 重庆大学 | Steel tube confinement reinforced concrete bridge pier system |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105297617A (en) | 2016-02-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105297617B (en) | Double-column type swinging shock-insulation bridge pier structure system | |
| CN107059599B (en) | Antidetonation, damping cast-in-situ bridge without support Self-resetting | |
| CN105484152B (en) | A kind of bridge pier of additional mild steel damper and cushion cap attachment structure | |
| CN102409606B (en) | Self-resetting pier column structural system with built-in energy dissipation assembly and implementing method for self-resetting piper column structural system | |
| CN102304892B (en) | External energy-consumption self-resetting bridge pier stud structure system and realization method thereof | |
| CN108729344B (en) | A kind of two-columned pier construction waving shock insulation use in conjunction | |
| CN103882803B (en) | A kind of replaceable landscape configuration presstressed reinforcing steel Self-resetting power consumption bridge pier | |
| CN104278620B (en) | The ball of Self-resetting can enter formula winged and wave shock insulation pier stud | |
| CN206570676U (en) | A kind of queen post Self-resetting power consumption bridge pier of the replaceable steel coupling beam of band | |
| WO2019149270A1 (en) | Assembled pier for mixed reinforcement of normal steel rebar and finished threaded steel bar | |
| CN108677690B (en) | Energy dissipating Self-resetting bilayer rectangle hollow concrete filled steel tube waves Bridge Pier Structure System | |
| CN203270457U (en) | Suspension bar anchoring structure capable of initiatively reinforcing concrete tied-arch bridge | |
| CN106758786A (en) | A kind of prefabricated assembled concrete-filled double skin steel tube lattice bridge pier | |
| CN108660914B (en) | A kind of queen post using TMD glissando waves bridge pier structure | |
| CN108691266B (en) | Multidirectional damping device for bridge pier | |
| CN107190635A (en) | Concrete-filled steel tube with dumbbell sections assembled pier and the connection structure and method with cushion cap | |
| CN110700082A (en) | Column base node of SMA-ECC self-resetting circular steel tube restrained reinforced concrete pier | |
| CN104405084A (en) | Dual steel pipe-encased concrete anti-seismic column with built-in rubber mixture and construction method | |
| CN108316130A (en) | A kind of assembled pier of regular reinforcement and finish rolling deformed bar hybrid reinforcement | |
| CN113863495A (en) | Pretensioned prestressing frame beam column connection node | |
| CN110004818A (en) | A kind of energy-dissipating type waves Self-resetting Antivibration block system and its construction method | |
| CN110029728A (en) | A kind of function of the aerial construction of band can restore assembly concrete frame foot joint | |
| CN103790259A (en) | Novel post-earthquake self-reset concrete framework-center supporting structural system | |
| CN113430922B (en) | Concrete-filled steel tube pier with corrugated sleeve and resettable double-column pier and construction method thereof | |
| CN110847022A (en) | Multi-support steel pipe concrete single-column pier with concrete cover beam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |