CN103590319A - Constraint device between cable-stayed bridge main beam and concrete main tower - Google Patents
Constraint device between cable-stayed bridge main beam and concrete main tower Download PDFInfo
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- CN103590319A CN103590319A CN201310610967.7A CN201310610967A CN103590319A CN 103590319 A CN103590319 A CN 103590319A CN 201310610967 A CN201310610967 A CN 201310610967A CN 103590319 A CN103590319 A CN 103590319A
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Abstract
The invention relates to a constraint device between a cable-stayed bridge main beam and a concrete main tower. A horizontal beam is arranged below the main tower. Semi-U-shaped arc face steel structure limiting stopping blocks are arranged on the two sides of a bridge center line through a prestress thick steel rib and an anchor bolt respectively in a connecting mode. The two semi-U-shaped arc face steel structure limiting stopping blocks form a whole semi-U-shaped arc face steel structure limiting stopping block, the U-shaped arc face steel structure limiting stopping block is in arc face contact with the contact face of a horizontal steel beam bracket. The horizontal beam is arranged below the main tower, the U-shaped arc face steel structure limiting stopping blocks are connected into the two sides of the bridge center line, borne horizontal force is transmitted to the steel main beam through a truss structure arranged between the horizontal beam and the steel main beam, then the horizontal force is converted to axial force borne by the main steel beam, the capacity for resisting horizontal resisting force is improved, and rotating constraint releasing is achieved by rotating of a steel plate arc face. According to the constraint device, the requirement for hinged constraint of large-tonnage horizontal load bearing can be met, and meanwhile additional bending stress generated by longitudinal horizontal load on the main steel rib can be lowered as much as possible.
Description
Technical field
The present invention relates to the restraint device between a kind of cable stayed bridge steel girder and concrete king-tower.
Background technology
In bridge design, the mode that constraint between bridge superstructure and lower junction member adopts is conventionally dissimilar bearing, the ability of the load that the vertical constraint that bearing can bear produces is stronger, but due to the restriction of bearing self structure, the horizontal loading ability of the opposing horizontal restraint that it can provide is lower.Often only have hundreds of tons.In three pylon cable-stayed bridges, in order to meet the system stiffness requirement of structure, reduce the mobile load displacement of three pylon cable-stayed bridges simultaneously, at Zhong Tachu, be designed to the hinged supporting system of tower beam, only retrain the degree of freedom of longitudinal, vertical both direction, discharge rotational restraint.The span of cable stayed bridge is very large, the longitudinal horizontal force that middle tower place needs restraint is often up to more than 1000～2000 tons, the constraint of traditional pedestal cannot reach designing requirement, the moment of flexure simultaneously being produced by the longitudinal horizontal force of constraint place can produce additional bending stress to steel girder, to the stressed generation of steel girder adverse influence extremely.One of creationary design can meet the hinged constraint of bearing large-tonnage horizontal loading for this reason, reduce as far as possible again vertical equity load and steel girder is produced to the structure of additional bending stress, can optimize greatly the supporting constraint design of tower in large span three pylon cable-stayed bridges or suspension bridge simultaneously.
Summary of the invention
The object of the invention is for above-mentioned present situation, aim to provide a kind of energy and meet the hinged constraint of bearing large-tonnage horizontal loading, reduce as far as possible again vertical equity load simultaneously steel girder is produced to the cable stayed bridge steel girder of additional bending stress and the restraint device between concrete king-tower.
The implementation of the object of the invention is, restraint device between cable stayed bridge steel girder and concrete king-tower, king-tower lower transverse beam, be positioned at bridge center line both sides and be respectively connected with half U-shaped cambered surface steel structure positive stop by prestressed thick reinforcement and crab-bolt, two halves U-shaped cambered surface steel structure positive stop shape half U-shaped cambered surface steel structure positive stop in aggregates, forms cambered surface by cambered surface steel plate between U-shaped cambered surface steel structure positive stop and gooseneck bracket contact surface and contacts.
The present invention is at king-tower lower transverse beam, be arranged in bridge center line both sides and connect U-shaped cambered surface steel structure positive stop, the horizontal force bearing is given to steel girder by the trussed construction being located between crossbeam and steel girder, and then changes into the axial force that steel girder bears, and has strengthened the ability of opposing horizontal resist forces; The release of rotational restraint realizes by the rotation of the steel plate cambered surface of encouraging one another.
The present invention can meet the hinged constraint of bearing large-tonnage horizontal loading, reduces as far as possible again vertical equity load simultaneously steel girder is produced to additional bending stress.
Accompanying drawing explanation
Fig. 1 is U-shaped cambered surface steel structure positive stop elevation,
Fig. 3 is the 1-1 direction view of Fig. 2,
Fig. 3 is the trussed construction plan view between crossbeam and steel girder,
Fig. 4 is cambered surface steel plate structure schematic diagram.
The specific embodiment
At king-tower place, according to structure stress, require to need to adopt the hinged supporting system of tower beam, only need the degree of freedom of longitudinal, the vertical both direction of constraint, discharge rotational restraint.
With reference to Fig. 1,2,3, the present invention is at king-tower lower transverse beam, be positioned at bridge center line both sides and be respectively connected with half U-shaped cambered surface steel structure positive stop (see figure 3) by prestressed thick reinforcement 6 and crab-bolt 7, two halves U-shaped cambered surface steel structure positive stop shape half U-shaped cambered surface steel structure positive stop 2(in aggregates is shown in Fig. 2).For fear of steel girder, bear the additional bending moment that this horizontal force produces, during design, longitudinal spacing block is located near the centre of form height of girder.Make horizontal force that U-shaped cambered surface steel structure positive stop 2 transmits via the crossbeam bracket structure 3 contacting with U-shaped cambered surface steel structure positive stop 2, and by the trussed construction 5 being located between crossbeam 1 and steel girder 4, longitudinal horizontal force is given to steel girder 4, change into that steel girder bears axial force, strengthened the ability of opposing horizontal resist forces.
With reference to Fig. 4, between U-shaped cambered surface steel structure positive stop and gooseneck bracket contact surface, by cambered surface steel plate 8, form cambered surfaces and contact, with the cambered surface way of contact, meet the requirement that structure is rotated.The cambered surface radius of cambered surface steel plate 8 can be definite according to the bearing strength at the corner requirement of constraint place and cambered surface place, and the chord length of curved plate is determined according to the thickness of the locus of structure and cambered surface steel plate.
The present invention is the application of the two rope face bondbeam cable stayed bridges of three towers of (90+160+616+616+160+90) m a span, and girder adopts i shaped steel superposed beam, and the gooseneck between steel girder also adopts I shape.By computational analysis, under least favorable state, middle tower place longitudinal horizontal force is up to 2500 tons, by being set at Zhong Tachu, two and half U-shaped cambered surface steel structure positive stops consider, single half U-shaped cambered surface steel structure positive stop need bear the horizontal force of 1250 tons, the radius of curved plate adopts 2000mm, chord length 800mm.
Claims (2)
1. the restraint device between cable stayed bridge steel girder and concrete king-tower, it is characterized in that king-tower lower transverse beam, be positioned at bridge center line both sides and be respectively connected with half U-shaped cambered surface steel structure positive stop by prestressed thick reinforcement and crab-bolt, two halves U-shaped cambered surface steel structure positive stop shape half U-shaped cambered surface steel structure positive stop in aggregates, forms cambered surface by cambered surface steel plate between U-shaped cambered surface steel structure positive stop and gooseneck bracket contact surface and contacts.
2. the restraint device between cable stayed bridge steel girder according to claim 1 and concrete king-tower, wherein the cambered surface radius of curved plate can be determined according to the corner requirement of constraint place and the bearing strength at cambered surface place, and the chord length of curved plate is determined according to the thickness of the locus of structure and cambered surface steel plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310610967.7A CN103590319B (en) | 2013-11-26 | 2013-11-26 | Restraint device between cable stayed bridge steel girder and concrete king-tower |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310610967.7A CN103590319B (en) | 2013-11-26 | 2013-11-26 | Restraint device between cable stayed bridge steel girder and concrete king-tower |
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| Publication Number | Publication Date |
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| CN103590319A true CN103590319A (en) | 2014-02-19 |
| CN103590319B CN103590319B (en) | 2015-09-30 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201310610967.7A Active CN103590319B (en) | 2013-11-26 | 2013-11-26 | Restraint device between cable stayed bridge steel girder and concrete king-tower |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112048986A (en) * | 2020-08-13 | 2020-12-08 | 中铁大桥勘测设计院集团有限公司 | Inclined arch tower cable-stayed bridge |
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| JP2004300744A (en) * | 2003-03-31 | 2004-10-28 | Jfe Engineering Kk | Windproof bridge |
| CN101424071A (en) * | 2008-12-03 | 2009-05-06 | 中交公路规划设计院有限公司 | Supporting system of long span stayed-cable bridge |
| CN101798796A (en) * | 2010-02-10 | 2010-08-11 | 武汉艾尔格桥梁新技术开发有限公司 | Speed associated wind-resistant support |
| CN102505625A (en) * | 2011-12-19 | 2012-06-20 | 同济大学 | Limiting method for preventing main tower system of stayed-cable bridge of floating system from being damaged through arranging stay wire below beam end |
| CN102747685A (en) * | 2011-04-19 | 2012-10-24 | 中交公路规划设计院有限公司 | Multifunctional comprehensive restraint device for whole construction and operation process of long-span hybrid-beam cable-stayed bridge |
| KR20130000642A (en) * | 2011-06-23 | 2013-01-03 | 주식회사 교량과 고속철도 | A construction method of steel cable-stayed bridge with stu for additional longitudinal forces control of continuous welded rail |
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2013
- 2013-11-26 CN CN201310610967.7A patent/CN103590319B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004300744A (en) * | 2003-03-31 | 2004-10-28 | Jfe Engineering Kk | Windproof bridge |
| CN101424071A (en) * | 2008-12-03 | 2009-05-06 | 中交公路规划设计院有限公司 | Supporting system of long span stayed-cable bridge |
| CN101798796A (en) * | 2010-02-10 | 2010-08-11 | 武汉艾尔格桥梁新技术开发有限公司 | Speed associated wind-resistant support |
| CN102747685A (en) * | 2011-04-19 | 2012-10-24 | 中交公路规划设计院有限公司 | Multifunctional comprehensive restraint device for whole construction and operation process of long-span hybrid-beam cable-stayed bridge |
| KR20130000642A (en) * | 2011-06-23 | 2013-01-03 | 주식회사 교량과 고속철도 | A construction method of steel cable-stayed bridge with stu for additional longitudinal forces control of continuous welded rail |
| CN102505625A (en) * | 2011-12-19 | 2012-06-20 | 同济大学 | Limiting method for preventing main tower system of stayed-cable bridge of floating system from being damaged through arranging stay wire below beam end |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112048986A (en) * | 2020-08-13 | 2020-12-08 | 中铁大桥勘测设计院集团有限公司 | Inclined arch tower cable-stayed bridge |
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| CN103590319B (en) | 2015-09-30 |
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