CN102505625A - Limiting method for preventing main tower system of stayed-cable bridge of floating system from being damaged through arranging stay wire below beam end - Google Patents
Limiting method for preventing main tower system of stayed-cable bridge of floating system from being damaged through arranging stay wire below beam end Download PDFInfo
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- CN102505625A CN102505625A CN2011104250017A CN201110425001A CN102505625A CN 102505625 A CN102505625 A CN 102505625A CN 2011104250017 A CN2011104250017 A CN 2011104250017A CN 201110425001 A CN201110425001 A CN 201110425001A CN 102505625 A CN102505625 A CN 102505625A
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Abstract
The invention relates to a limiting method for preventing a main tower system of a stayed-cable bridge of a floating system from being damaged by arranging a stay wire below a beam end. The method comprises a traditional elastic stay wire connecting device and a disposal scheme of the device. An elastic stay wire spacing device is arranged between a main beam and the pier top of a bridge pier, wherein the upper end of a stay wire is linked with a main beam in an anchoring manner, and the lower end of the stay wire is linked with the top of the bridge pier or a bridge abutment in an anchoring manner. When a bracket is under the action of an earthquake, the stay wire comes into play and can effectively reduce the earthquake horizontal displacement of the main beam without causing obvious change of earthquake response of the main tower. In conclusion, the scheme that the stay wire is arranged below the beam end for limiting has the advantages of simple and reasonable construction, technological innovation, stable performance, and economy and application and has a favorable development and popularization application prospect.
Description
Technical field
The invention belongs to civil engineering, earthquake engineering technical field, be specifically related to avoid the beam-ends of showy system cable stayed bridge king-tower system rapid wear to divide into the drag-line limit method.
Background technology
China is the multiple country of earthquake, comes into one's own just day by day as the bridge engineering quake-resistant safety property problem of lifeline engineering.Cable stayed bridge occupies very big proportion as a kind of bridge type handsome in appearance in the bridge in the newly-built leap great river of China, great river, the anti-seismic performance that how to improve the cable stayed bridge structure is the emphasis of engineering staff and scientific research personnel's research.The seismic response analysis of many cable stayed bridges shows that the antidetonation weak part of cable stayed bridge is positioned at bridge tower, abutment pier and basis thereof, and the supporting connecting portion, and these positions also are the emphasis of cable stayed bridge seismic design.
See that from the earthquake response of cable stayed bridge when adopting the system of floating or half to float system, the internal force reaction of king-tower is less, but the length travel of beam-ends, cat head is big, can not meet design requirement usually.In order to reduce the big shake excessive displacement response of cable stayed bridge down, need to adopt glissandoes such as elastic connecting device or damper usually.At home and abroad built and in numerous large span cable support bridges of building, this type of vibration absorber has obtained using widely.For example, Japan the more sieve cable stayed bridge between tower, beam, be provided with large-scale neoprene bearing; Bridge is provided with vertical steel hinge line drag-line in bay, Shantou, Guangdong two bridges, day real name port between tower, beam; The U.S. has then set up a plurality of dampers in the seismic hardening of Gold Gate Bridge; Lei Weng-An Dileiweng the bridge in the leap Greece Corinth straits in domestic Chongqing E Gongyan bridge, Lupu Bridge in Shanghai, the construction also all is provided with damper.
Damper can provide damping force, consumes the vibrational energy of bridge construction, thereby the displacement of structure is reduced, and reaches the purpose of damping.But the stability of damper, directionality are still waiting to improve, and its installation setting need consider, and require fabrication and processing accurate, make comparatively difficulty when volume is big, and the cost of damper are higher; And tower, beam junction adopt the elasticity drag-line, can reduce the girder horizontal movement, but need rationally choose the parameter of drag-line, sometimes drag-line the Earthquake Internal Force response that can to a certain degree increase at the bottom of the king-tower is set, unfavorable to king-tower and tower base foundation.
Seeing that the setting of said apparatus all is chosen between tower, beam; We are on the mechanism of this control earthquake displacement; Use for reference some countermeasures in risk assessment and the risk control thought; A kind of beam-ends of showy system cable stayed bridge king-tower system rapid wear of avoiding of concept design is divided into the drag-line limit method, so that better protection cable stayed bridge core vulnerable components---king-tower is optimized the bridge earthquake resistance performance.
Summary of the invention
The object of the present invention is to provide a kind of beam-ends of showy system cable stayed bridge king-tower system rapid wear of avoiding effectively to divide into the drag-line limit method.
The beam-ends of avoiding showy system cable stayed bridge king-tower system rapid wear that the present invention proposes is divided into the drag-line limit method; Concrete steps are following: the girder lower end at the non-king-tower place of existing cable stayed bridge is provided with elastic connecting device; The upper end of elastic connecting device connects with the girder anchoring, and the lower end connects with non-king-tower place top anchor; Said non-king-tower place is arbitrary to many places in auxiliary pier, anchoring pier, transition pier or the abutment place, and said elastic connecting device mainly is the drag-line stopping means.
Among the present invention, said elastic connecting device adopts drag-line stopping means or other elastic devices.
Among the present invention; Said drag-line stopping means is made up of drag-line 1, steady pin 2, ground tackle 3, anchor plate 4, buffer pad 5 and telescopic rubber 6; Wherein: anchor plate 4, buffer pad 5 and telescopic rubber 6 are connected successively; And be positioned at ground tackle 3, constitute anchor device, drag-line 1 is fixed on the anchor device through steady pin 2.
The present invention absorbs the advantage that elastic connecting device (mainly being the drag-line stopping means, also can be other elastic devices) is set between tower commonly used, beam, promptly connects the change Path of Force Transfer through elasticity on the one hand and reduces structure stress; Improve the rigidity of structure on the other hand, reduce the beam-ends earthquake displacement.On this basis with the link position of elastic connecting device from being transferred between tower, beam between other non-king-tower girders and pier (like auxiliary pier, anchoring pier, transition pier or abutment place), strengthen float system cable stayed bridge king-tower shock resistance and quake-resistant safety coefficient.
In view of the above, the beam-ends that the present invention proposes is divided into the drag-line limit method, comprises the traditional elasticity rope linkage coupling and the arrangement of device.
Advantage of the present invention is following:
1) gives full play to the advantage of elastic connecting device commonly used, reduced cable-stayed bridge main-beam beam-ends earthquake displacement;
2) taking into full account the vulnerability of cable stayed bridge king-tower under the geological process, with above-mentioned elastic connecting device, mainly is that cable arrangement is arranged in other piers (or abutment) top and girder place, has protected king-tower;
3) be different from damper device, this cable arrangement can the space be placed, can to level to displacement all provide constraints.The quantity of drag-line with layout angle, initial whether relaxing then is provided with according to different bridges.
4) when the earthquake effect surpasses design load, can allow member such as bridge pier damage to occur with the protection king-tower.
In a word, the present invention is applicable to the system cable stayed bridge that floats, and plays spacing cushioning effect.
Description of drawings
Fig. 1 is the method for arranging of embodiment 1.
Fig. 2 is the method for arranging of embodiment 2.
Fig. 3 is the method for arranging of embodiment 3.
Fig. 4 is the structural diagrams of drag-line stopping means.
Label among the figure: 1 is drag-line, and 2 is steady pin, and 3 is ground tackle, and 4 is anchor plate, and 5 is buffer pad, and 6 is telescopic rubber.
The specific embodiment
For the auditor that the makes Patent Office especially public can be expressly understood essence of the present invention and effect more; The applicant general combines accompanying drawing to elaborate with the mode of embodiment below; But the description to embodiment all is not a limitation of the present invention, any according to the method for the invention make only for pro forma but not substantial equivalent transformation all should be regarded as category of the present invention.
Combine accompanying drawing to further specify the present invention through embodiment below.
Embodiment 1: ask for an interview Fig. 1 and Fig. 4, drag-line has connected cable-stayed bridge main-beam bottom and auxiliary pier Dun Ding among Fig. 1.Fig. 4 is the end anchorage district detail structure of drag-line stopping means.1 is drag-line, and 2 is steady pin, can freely rotate, and 3 is ground tackle, and 4 is anchor plate, and 5 is buffer pad, and 6 is telescopic rubber.At normal operating condition, steady pin 2 is fixed anchor device (ground tackle 3, anchor plate 4, buffer pad 5, telescopic rubber 6) and girder bottom, and an end of anchor device and drag-line 1 is fixedly connected, and the other end of drag-line 1 is connected with auxiliary pier through anchor device equally.Under the geological process, the seismic response of girder is delivered on the auxiliary pier through drag-line 1, owing to receive the constraint of auxiliary pier, the horizontal movement of girder is reduced.
Embodiment 2: ask for an interview Fig. 2 and Fig. 4, drag-line has connected cable-stayed bridge main-beam bottom and anchoring Dun Dunding among Fig. 2.Fig. 4 is the end anchorage district detail structure of drag-line stopping means.1 is drag-line, and 2 is steady pin, can freely rotate, and 3 is ground tackle, and 4 is anchor plate, and 5 is buffer pad, and 6 is telescopic rubber.At normal operating condition, steady pin 2 is fixed anchor device (ground tackle 3, anchor plate 4, buffer pad 5, telescopic rubber 6) and girder bottom, and an end of anchor device and drag-line 1 is fixedly connected, and the other end of drag-line 1 is connected with the anchoring pier through anchor device equally.Under the geological process, the anchoring pier has retrained the horizontal movement of girder.
Embodiment 3: ask for an interview Fig. 3 and Fig. 4, drag-line has connected cable-stayed bridge main-beam bottom and abutment among Fig. 1.Fig. 4 is the end anchorage district detail structure of drag-line stopping means.1 is drag-line, and 2 is steady pin, can freely rotate, and 3 is ground tackle, and 4 is anchor plate, and 5 is buffer pad, and 6 is telescopic rubber.At normal operating condition, steady pin 2 is anchor device (ground tackle 3, anchor plate 4; Buffer pad 5; Telescopic rubber 6) and the girder bottom fix, an end of anchor device and drag-line 1 is fixedly connected, the other end of drag-line 1 is connected with the abutment of fixing through anchor device equally.Under the geological process, abutment has retrained the horizontal movement of girder.
The above-mentioned description to embodiment all is not the restriction to the method for the invention; Therefore; Protection scope of the present invention not only is confined to the foregoing description; Anyly only be pro forma but not substantial various modification and improvement,, all should be regarded as dropping within protection scope of the present invention as long as between the girder at non-king-tower place and bridge pier or abutment, use drag-line of the present invention (or other elastic connecting devices) limit method according to what this method had been done.
Claims (3)
1. avoid the beam-ends of showy system cable stayed bridge king-tower system rapid wear to divide into the drag-line limit method for one kind; It is characterized in that concrete steps are following: the girder lower end at the non-king-tower place of existing cable stayed bridge is provided with elastic connecting device; The upper end of elastic connecting device connects with the girder anchoring, and the lower end connects with non-king-tower place top anchor; Said non-king-tower place is arbitrary to many places in auxiliary pier, anchoring pier, transition pier or the abutment place, and said elastic connecting device mainly is the drag-line stopping means.
2. the beam-ends of showy system cable stayed bridge king-tower system rapid wear of avoiding according to claim 1 is divided into the drag-line limit method, it is characterized in that said elastic connecting device adopts drag-line stopping means or other elastic devices.
3. the beam-ends of showy system cable stayed bridge king-tower system rapid wear of avoiding according to claim 1 is divided into the drag-line limit method; It is characterized in that said drag-line stopping means is made up of drag-line (1), steady pin (2), ground tackle (3), anchor plate (4), buffer pad (5) and telescopic rubber (6); Anchor plate (4), buffer pad (5) and telescopic rubber (6) are connected successively; And be positioned at ground tackle (3), constitute anchor device, drag-line (1) is fixed on the anchor device through steady pin (2).
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011104250017A CN102505625A (en) | 2011-12-19 | 2011-12-19 | Limiting method for preventing main tower system of stayed-cable bridge of floating system from being damaged through arranging stay wire below beam end |
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| CN2011104250017A CN102505625A (en) | 2011-12-19 | 2011-12-19 | Limiting method for preventing main tower system of stayed-cable bridge of floating system from being damaged through arranging stay wire below beam end |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103590319A (en) * | 2013-11-26 | 2014-02-19 | 中铁大桥勘测设计院集团有限公司 | Constraint device between cable-stayed bridge main beam and concrete main tower |
| CN103966942A (en) * | 2013-01-24 | 2014-08-06 | 中交公路规划设计院有限公司 | Structure system used for controlling longitudinal response of girder of cable-stayed bridge with three towers and pylon |
| CN104452573A (en) * | 2014-12-12 | 2015-03-25 | 中交公路规划设计院有限公司 | Cable-stayed bridge structure and method for constructing cable-stayed bridge |
| CN106284056A (en) * | 2016-08-31 | 2017-01-04 | 中国路桥工程有限责任公司 | Longspan Bridge elastoplasticity shock mitigation system |
| CN106320163A (en) * | 2016-08-31 | 2017-01-11 | 中国路桥工程有限责任公司 | Elastic-plastic damping cable for transverse damping of large-span bridge |
| CN110055876A (en) * | 2019-01-21 | 2019-07-26 | 苏交科集团股份有限公司 | Single pylon cable stayed bridge three-dimensional subtracts vibration-isolating system |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103966942A (en) * | 2013-01-24 | 2014-08-06 | 中交公路规划设计院有限公司 | Structure system used for controlling longitudinal response of girder of cable-stayed bridge with three towers and pylon |
| CN103966942B (en) * | 2013-01-24 | 2016-03-02 | 中交公路规划设计院有限公司 | A kind of structural system for controlling three pylon cable-stayed bridge girders and bridge tower vertical response |
| CN103590319A (en) * | 2013-11-26 | 2014-02-19 | 中铁大桥勘测设计院集团有限公司 | Constraint device between cable-stayed bridge main beam and concrete main tower |
| CN103590319B (en) * | 2013-11-26 | 2015-09-30 | 中铁大桥勘测设计院集团有限公司 | Restraint device between cable stayed bridge steel girder and concrete king-tower |
| CN104452573A (en) * | 2014-12-12 | 2015-03-25 | 中交公路规划设计院有限公司 | Cable-stayed bridge structure and method for constructing cable-stayed bridge |
| CN106284056A (en) * | 2016-08-31 | 2017-01-04 | 中国路桥工程有限责任公司 | Longspan Bridge elastoplasticity shock mitigation system |
| CN106320163A (en) * | 2016-08-31 | 2017-01-11 | 中国路桥工程有限责任公司 | Elastic-plastic damping cable for transverse damping of large-span bridge |
| CN106284056B (en) * | 2016-08-31 | 2017-12-05 | 中国路桥工程有限责任公司 | Longspan Bridge elastoplasticity shock mitigation system |
| CN106320163B (en) * | 2016-08-31 | 2017-12-05 | 中国路桥工程有限责任公司 | A kind of elastoplasticity damping rope for Longspan Bridge horizontal shock-absorbing |
| CN110055876A (en) * | 2019-01-21 | 2019-07-26 | 苏交科集团股份有限公司 | Single pylon cable stayed bridge three-dimensional subtracts vibration-isolating system |
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Application publication date: 20120620 |