CN202416162U - Rubber shock-insulation limit support with inhaul cables - Google Patents

Rubber shock-insulation limit support with inhaul cables Download PDF

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Publication number
CN202416162U
CN202416162U CN2012200290000U CN201220029000U CN202416162U CN 202416162 U CN202416162 U CN 202416162U CN 2012200290000 U CN2012200290000 U CN 2012200290000U CN 201220029000 U CN201220029000 U CN 201220029000U CN 202416162 U CN202416162 U CN 202416162U
Authority
CN
China
Prior art keywords
steel plate
bridge
support
earthquake
rubber
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.)
Expired - Fee Related
Application number
CN2012200290000U
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Chinese (zh)
Inventor
燕斌
徐君
杨建国
李世华
卢士东
袁旭斌
孙广婧
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Beijing Guodaotong Highway Design & Research Institute Co Ltd
Original Assignee
Beijing Guodaotong Highway Design & Research Institute Co Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Beijing Guodaotong Highway Design & Research Institute Co Ltd filed Critical Beijing Guodaotong Highway Design & Research Institute Co Ltd
Priority to CN2012200290000U priority Critical patent/CN202416162U/en
Application granted granted Critical
Publication of CN202416162U publication Critical patent/CN202416162U/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

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Abstract

The utility model discloses a rubber shock-insulation limit support with inhaul cables, relates to a shock insulation device and is applicable to bridge pier and abutment structures. The rubber shock-insulation limit support comprises a lower connection steel plate, lower sleeves, lower anchor rods, lower anchoring bolts, an upper connection steel plate, upper sleeves, upper anchor rods, upper anchoring bolts, a support body arranged between the upper and lower connection steel plates, the steel strand inhaul cables and inhaul cable anchorage devices, wherein the support body is formed by sheet rubber, protective layer rubber, stiffening steel plates and support connection steel plates which are overlapped, vulcanized and adhered with one another. The support can ensure a bridge to meet the stress requirements in normal operation stages and under designed earthquake actions, the earthquake response of the bridge can be reduced by virtue of the elastic deformation of the support body under the action of rear occurrence earthquakes, and the inhaul cables can be used for limiting the overlarge relative displacement caused by the earthquake between a main beam and a pier as well as a bridge abutment, thereby preventing the beam from falling down and protecting the support.

Description

The spacing bearing of drag-line rubber vibration isolation
Technical field
The utility model belongs to civil engineering, earthquake engineering technical field, is specifically related to a kind of earthquake isolating equipment, the spacing bearing of particularly a kind of drag-line rubber vibration isolation.
Background technology
Earthquake is a kind of natural calamity that threatens the human lives to produce; Bridge is the lifeline engineering in the infrastructure.How to improve the anti-seismic performance of bridge, make its important task of undertaking earthquake relief work and post-disaster reconstruction, be worth research.
At present, three kinds of theories adopting of Bridge Earthquake Resistance Design are respectively: strength design theory, ductility design is theoretical, isolation design is theoretical.Strength design theory requires bridge under geological process, to satisfy requirement of strength, and typical case's representative is " highway engineering earthquake resistant design code " (JTJ 004-89); Ductility design theory demand bridge keeps elasticity under big probability geological process, under the small probability geological process, satisfy the ductility requirement, and typical case's representative is " highway bridge seismic design detailed rules and regulations " (JTJ/T B02-01-2008); The isolation design theory is introduced earthquake isolating equipment on the basis of strength design theory, require bridge under geological process, to satisfy requirement of strength, requires earthquake isolating equipment to have good seismic resistance, does not occur corresponding standard at present as yet.
For continuous girder bridge, vertical bridge is to only being provided with an anchor block usually, the distortion that causes with adaptive temperature.But under geological process, girder reaches the geological process major part of substructure and is born by anchor block at vertical bridge, tends to cause the anti-seismic performance of anchor block not meet the demands.Adopt strength design theory, need to strengthen the anchor block size satisfying the strength checking requirement, yet excessive size can cause the increase of anchor block seismic response, often runs counter to desire; The employing ductility design is theoretical, plastic hinge can occur at the bottom of the anchor block, and the shake back is difficult for repairing, and can cause excessive girder earthquake displacement; The employing isolation design is theoretical, and the fixed bearing at anchor block place is replaced by shock isolating pedestal, makes seismic response significantly reduce through the reduction rigidity of structure, increase structural damping.
Yet; Common shock isolating pedestal is like horizontal force decentralized neoprene bearing, lead core rubber support, (surpassing) high-damping rubber bearing etc., though can realize the purpose of shock insulation; But tend to cause the displacement of bridge superstructure excessive, and then cause falling beam, shrinkage joint to squeeze earthquake disasters such as (drawing) evil idea.Therefore, need excessive earthquake displacement be limited, to guarantee the earthquake safety of bridge.
Summary of the invention
The purpose of the utility model is to limit the excessive distortion of bridge superstructure under the geological process, squeezes the generation of earthquake disasters such as (drawing) evil idea to avoid beam, shrinkage joint.
For reaching above-mentioned purpose, the utility model provides a kind of drag-line rubber vibration isolation spacing bearing.This bearing adopts the rubber tile of putting more energy into as a seat body, has higher vertical bearing capacity, can effectively support bridge superstructure, and Load Transfer is arrived bridge substructure.This bearing adopts the rubber tile of putting more energy into as a seat body, through the integral rigidity that reduces bridge, the structural damping that increases bridge, has reduced the seismic response of bridge significantly, has guaranteed Structure Safety for Bridge; Because a seat body has tangible elastic stiffness, guaranteed to have certain reset function after the bridge shake simultaneously.This bearing adopt bearing connect steel plate will prop up seat body with under be connected steel plate with on be connected steel plate and effectively connect, avoided bottom geological process undersetting body and the girder or bridge pier (platform) top pinner comes to nothing, slippage.This bearing adopt guy of twisted steel cable will connect down steel plate with on be connected steel plate and connect, through dragline anchorage guy of twisted steel cable is carried out anchoring, guaranteed the reliability that connects.
Adopt the spacing bearing of above-mentioned drag-line rubber vibration isolation, bridge only props up seat body and plays a role under normal operational phase and design geological process, and the rigidity of the spacing bearing of drag-line rubber vibration isolation is the elastic stiffness of a seat body; Under the rarely occurred earthquake effect; When the earthquake relative displacement of girder and bridge pier surpasses the displacement of guy of twisted steel cable setting; Guy of twisted steel cable begins to play a role; The rigidity of the spacing bearing of drag-line rubber vibration isolation is the elastic stiffness of a seat body and the elastic stiffness sum of guy of twisted steel cable, is equivalent to a parallelly connected effect with guy of twisted steel cable of seat body.Because the rigidity of guy of twisted steel cable is bigger, therefore can effectively limit the relative earthquake displacement of girder and bridge pier, the generation of earthquake disasters such as (drawing) evil idea is squeezed at the beam of having avoided falling, shrinkage joint.
Description of drawings
Fig. 1 is the sectional drawing of the spacing bearing of drag-line rubber vibration isolation.
Fig. 2 is the vertical view of the spacing bearing of drag-line rubber vibration isolation.
Fig. 3 is the A-A sectional drawing of the spacing bearing of drag-line rubber vibration isolation.
Fig. 4 is the sectional drawing of a seat body.
The specific embodiment
The spacing bearing of a kind of drag-line rubber vibration isolation by under connect steel plate 1, lower sleeve 2, anchor pole 3, anchor bolt 4 down down; Last connection steel plate 5, upper bush 6, go up anchor pole 7, go up anchor bolt 8; Connect down steel plate 1 and on connect the seat body 9 between the steel plate 5; Guy of twisted steel cable 10 is formed with dragline anchorage 11, and said seat body 9 is connected steel plate 15 by sheet rubber 12, topping rubber 13 and the steel plate 14 of putting more energy into, bearing and folds
1
Layer sulfuration bonding forms.
In the present embodiment, guy of twisted steel cable 10 through dragline anchorage 11 with under be connected steel plate 1 with on be connected steel plate 5 connections.
In the present embodiment, seat body 9 through bearing connect steel plate 15 with is connected down steel plate 1 with on be connected steel plate 5 connections, wherein connected mode employing bolt connection.

Claims (3)

1. spacing bearing of drag-line rubber vibration isolation; By connect down steel plate (1), lower sleeve (2), down anchor pole (3), down anchor bolt (4), on connect steel plate (5), upper bush (6), go up anchor pole (7), go up anchor bolt (8), be positioned at and connect steel plate (1) down and forms with a seat body (9), guy of twisted steel cable (10) and dragline anchorage (11) between the last connection steel plate (5), it is characterized in that: prop up seat body (9) and be connected steel plate (15) lamination with bearing by sheet rubber (12), topping rubber (13), the steel plate of putting more energy into (14) and vulcanize to bond and form.
2. the spacing bearing of drag-line rubber vibration isolation according to claim 1 is characterized in that: guy of twisted steel cable (10) through dragline anchorage (11) with under be connected steel plate (1) with on be connected steel plate (5) connection.
3. the spacing bearing of drag-line rubber vibration isolation according to claim 1 is characterized in that: seat body (9) through bearing connect steel plate (15) with under be connected steel plate (1) with on be connected steel plate (5) connection.
CN2012200290000U 2012-01-29 2012-01-29 Rubber shock-insulation limit support with inhaul cables Expired - Fee Related CN202416162U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN2012200290000U CN202416162U (en) 2012-01-29 2012-01-29 Rubber shock-insulation limit support with inhaul cables

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN2012200290000U CN202416162U (en) 2012-01-29 2012-01-29 Rubber shock-insulation limit support with inhaul cables

Publications (1)

Publication Number Publication Date
CN202416162U true CN202416162U (en) 2012-09-05

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Family Applications (1)

Application Number Title Priority Date Filing Date
CN2012200290000U Expired - Fee Related CN202416162U (en) 2012-01-29 2012-01-29 Rubber shock-insulation limit support with inhaul cables

Country Status (1)

Country Link
CN (1) CN202416162U (en)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104032834A (en) * 2014-06-05 2014-09-10 南京工业大学 Friction pendulum support equipped with annular steel plates
CN105178463A (en) * 2015-06-30 2015-12-23 北京建筑大学 Bidirectional limiting mechanism with overlaid U-shaped steel plates
CN109811640A (en) * 2019-02-20 2019-05-28 广州大学 A kind of two-stage buffer limit earthquake isolating equipment
CN112695626A (en) * 2020-12-30 2021-04-23 朱锋 High pier bridge seismic isolation structure with inhaul cable support
CN112695625A (en) * 2020-12-29 2021-04-23 朱锋 Adopt high mound bridge of festival section of double-deck cable support to subtract shock insulation structure
CN112779855A (en) * 2020-12-29 2021-05-11 天津市市政工程设计研究院 Special high-performance rubber support for ductility earthquake-resistant system

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104032834A (en) * 2014-06-05 2014-09-10 南京工业大学 Friction pendulum support equipped with annular steel plates
CN105178463A (en) * 2015-06-30 2015-12-23 北京建筑大学 Bidirectional limiting mechanism with overlaid U-shaped steel plates
CN105178463B (en) * 2015-06-30 2018-04-17 北京建筑大学 A kind of bidirectionally limited mechanism of lamination U-shaped steel plate
CN109811640A (en) * 2019-02-20 2019-05-28 广州大学 A kind of two-stage buffer limit earthquake isolating equipment
CN112695625A (en) * 2020-12-29 2021-04-23 朱锋 Adopt high mound bridge of festival section of double-deck cable support to subtract shock insulation structure
CN112779855A (en) * 2020-12-29 2021-05-11 天津市市政工程设计研究院 Special high-performance rubber support for ductility earthquake-resistant system
CN112695626A (en) * 2020-12-30 2021-04-23 朱锋 High pier bridge seismic isolation structure with inhaul cable support

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C14 Grant of patent or utility model
GR01 Patent grant
C17 Cessation of patent right
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20120905

Termination date: 20140129