CN106567320A - Local gravity rigidity and assisting stay cable structural system of long-span cable-stayed bridge - Google Patents

Local gravity rigidity and assisting stay cable structural system of long-span cable-stayed bridge Download PDF

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Publication number
CN106567320A
CN106567320A CN201610534684.2A CN201610534684A CN106567320A CN 106567320 A CN106567320 A CN 106567320A CN 201610534684 A CN201610534684 A CN 201610534684A CN 106567320 A CN106567320 A CN 106567320A
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China
Prior art keywords
girder
auxiliary
bridge
cable
suspension cable
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CN201610534684.2A
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Chinese (zh)
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CN106567320B (en
Inventor
王应良
任万敏
陈列
鲁志强
朱敏
宋随弟
陈良江
王玉珏
蒋长江
徐涛
李俊龙
侯勇
胡建明
廖泽宇
曹凌飞
李秀华
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China Railway Eryuan Engineering Group Co Ltd CREEC
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China Railway Eryuan Engineering Group Co Ltd CREEC
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D11/00Suspension or cable-stayed bridges
    • E01D11/04Cable-stayed bridges

Abstract

The invention relates to a local gravity rigidity and assisting stay cable structural system of a long-span cable-stayed bridge, and aims to notably improve integral vertical rigidity, integral lateral rigidity and torsional rigidity of the long-span cable-stayed bridge, notably reduce the longitudinal bending moment of a bridge tower under the effect of live load, and greatly strengthen the wide applicability of the structural system in the field of long-span cable-stayed bridges for high-speed railway. The local gravity rigidity and assisting stay cable structural system comprises a bridge tower, a midspan girder and normal stay cables, wherein the upper ends of the normal stay cables are in anchoring connection with the bridge tower, and the lower ends of the normal stay cables are in anchoring connection with the midspan girder. The local gravity rigidity and assisting stay cable structural system is characterized in that the midspan girder consists of a midspan central region spanning girder and ordinary standard section girders on two sides; a local ballast weight is arranged on the midspan central region spanning girder; and a plurality groups of assisting midspan stay cables and assisting sidespan stay cables, of which the upper ends are in anchoring connection with the bridge tower, are arranged on the midspan central region spanning girder; the lower ends of the assisting midspan stay cables are in anchoring connection with the midspan central region spanning girder; and the assisting sidespan stay cables are opposite to the assisting midspan stay cables, and the lower ends of the assisting sidespan stay cables are in anchoring connection with the ordinary standard section girders on the side of a sidespan.

Description

The local gravity rigidity and auxiliary suspension cable structure system of large span stayed-cable bridge
Technical field
The present invention relates to bridge, more particularly to a kind of local gravity rigidity and auxiliary for being applied to Long-Span Railway Cable-Stayed Bridge The Novel structure system of suspension cable.
Background technology
Cable-stayed bridge is at home and abroad rapidly developed, and quantity is more and more, and span is increasing, and version is in various Change.Cable-stayed bridge is a kind of flexible structure, vertical deformation of the high-speed railway to bridge require it is higher, cable-stayed bridge vertical rigidity mainly by Drag-line, bridge tower and girder are providing, and wherein contribution of the drag-line to vertical rigidity is relatively large.For high-speed railway is greatly across oblique pull How bridge, especially large span combined bridge steel case cable-stayed bridge, effectively improve cable-stayed bridge entirety vertical rigidity, becomes big across oblique Draw the key of bridge design.
The content of the invention
The technical problem to be solved is to provide a kind of local gravity rigidity of large span stayed-cable bridge and auxiliary is oblique Stayed structure system, to significantly improve the overall vertical of long-span cablestayed bridges, horizontal and torsional rigidity, is substantially reduced bridge tower in mobile load Vertical bending moment under effect, greatly enhances broad applicability of the structural system in high-speed railway long-span cablestayed bridges field.
The technical scheme that present invention solution above technical problem is adopted is as follows:
The local gravity rigidity of large span stayed-cable bridge of the present invention and auxiliary suspension cable structure system, including bridge tower, in across master Beam and conventional suspension cable, the upper/lower terminal of conventional suspension cable respectively with bridge tower, in across girder anchor connection, it is characterized in that:It is described In across girder, the common standard section girder of across span centre area's girder and both sides is constituted by, in local be set on across span centre area's girder press Weight, and arrange in the auxiliary of some groups of upper ends and bridge tower anchor connection across suspension cable, auxiliary end bay suspension cable;Across oblique pull in auxiliary Across the span centre area's girder anchor connection with of the lower end of rope;Auxiliary end bay suspension cable is opposite across suspension cable with auxiliary, and its lower end exists End bay side and common standard section girder anchor connection.
The invention has the beneficial effects as follows, the local ballast near conventional cable-stayed bridge span centre, then set in span centre and end bay end Some groups of auxiliary suspension cables, can significantly improve bridge entirety vertical rigidity, lateral stiffness and torsional rigidity, reduce track or so The rail level discrepancy in elevation, meets the requirement of high-speed railway large span stayed-cable bridge driving rigidity, overcomes conventional box girder stayed-cable bridge system stiffness Less shortcoming;After arranging lazy halyard, vertical bending moment of the bridge tower under live load of train effect is substantially reduced;Can be by arranging The ballast section and corresponding lazy halyard of different length come be adjusted flexibly bridge entirety vertical rigidity, greatly enhance the box Broad applicability of the girder in railway, urban track traffic and combined large span stayed-cable bridge field.For with respect to trusses, adopt The material of girder can be saved with box type girder, rolled steel dosage is reduced, economy and social meaning are notable.
Description of the drawings
This specification includes following three width accompanying drawing:
Fig. 1 is the elevation of the local gravity rigidity of large span stayed-cable bridge of the present invention and auxiliary suspension cable structure system;
Fig. 2 is the profile of the line A-A along Fig. 1;
Fig. 3 is the profile of the line B-B along Fig. 1;
Component, toponym and corresponding labelling are shown in figure:Bridge tower 1, in across span centre area's girder 2, common standard section Across suspension cable 5, auxiliary end bay suspension cable 6, local ballast 7 in girder 3, conventional suspension cable 4, auxiliary.
Specific embodiment
Below in conjunction with the accompanying drawings patent of the present invention is further illustrated with enforcement example.
With reference to Fig. 1, Fig. 2 and Fig. 3, the local gravity rigidity and auxiliary suspension cable structure body of large span stayed-cable bridge of the present invention System, including bridge tower 1, in across girder and conventional suspension cable 4, the upper/lower terminal of conventional suspension cable 4 respectively with bridge tower 1, in across girder Anchor connection.Across girder, the common standard section girder 3 of across span centre area's girder 2 and both sides is constituted by described, in across span centre area Local ballast 7 is set on girder 2, and is arranged in the auxiliary of some groups of upper ends and the anchor connection of bridge tower 1 across suspension cable 5, auxiliary side Across suspension cable 6.Across span centre area's girder 2 anchor connection with across the lower end of suspension cable 5 in auxiliary;Auxiliary end bay suspension cable 6 with it is auxiliary Opposite across suspension cable 5 in helping, its lower end is in end bay side and the anchor connection of common standard section girder 3.I.e. in conventional long-span cablestayed bridges Span centre carries out local ballast 7, across span centre area's girder 2 in ballast region arranges some groups, in auxiliary in suspension cable 5 is anchored in It is the bridge tower moment of flexure that causes of across span centre area's girder 2 in balance on across span centre area's girder 2, across span centre area's girder 2 is correspondingly arranged with The auxiliary end bay suspension cable 6 of end bay side common standard section girder 3 is anchored in, across suspension cable 5, auxiliary end bay suspension cable 6 in auxiliary It is anchored in jointly on bridge tower 1, forms a kind of new local gravity rigidity and auxiliary oblique pull cable system.
With reference to Fig. 1, span centre section suspension cable is formed on across span centre area's girder 2 in across suspension cable 5 in the auxiliary and is overlapped Area.One is intersected in facade projection across the anchor point of girder with across suspension cable 5, auxiliary end bay suspension cable 6 in the auxiliary Point, it is misaligned non-intersect in plane projection.
Secondary dead load and train load are subjected only to across suspension cable 5 in the auxiliary, its specification determines according to actual loading.It is auxiliary Group number in helping across suspension cable 5, auxiliary end bay suspension cable 6 regards rigidity of structure demand and adjusts rope target to determine, final to realize Full bridge structure stress and the unity of opposites economic, attractive in appearance.
Compared with conventional stayed-cable bridge structure system, the present invention can significantly improve the overall vertical, horizontal of long-span cablestayed bridges To and torsional rigidity, vertical bending moment of the significantly less bridge tower under live loading, greatly enhance the structural system in high-speed iron The broad applicability in road long-span cablestayed bridges field.
Technical scheme is successfully applied to the applicant the design of the combined Yangtze Bridge in Yibin Harbor In, bridge total length 1743.3m, main bridge is four-track line six-lane highway steel case cable-stayed bridge.Full-bridge span arrangement is:9×40.0m (access bridge)+(72.5+203+522+203+42.5) m (main bridge)+8 × 40.m (access bridge)=1743.3m.Wherein, main bridge cable-stayed bridge Length is 1043m, and span is arranged as:(72.5+203+522+203+42.5) m, main bridge adopts staggered floor steel case Cable-stayed Bridge Scheme, steel Reinforced concrete brilliant bridge tower, basis adopts cast-in-situ bored pile.
Bridge floor overall with 66.5m, main bridge girder is using steel box-girder and grooved steel reinforced concrete bondbeam, wherein railway girder standard paragraphs Steel box-girder, deck-siding 23.5m, near end bay and auxiliary pier transition be grooved steel reinforced concrete bondbeam, railway concrete bridge plate thickness For 40cm, 60cm is faded near auxiliary pier top, and combined while arranging girder steel base plate in the range of 56m near auxiliary pier top Section concrete, adapter section concrete thickness 80cm;Highway girder total length be grooved steel reinforced concrete bondbeam, deck-siding 15m, highway girder mark Quasi- section concrete bridge floor thickness of slab 28cm, near auxiliary pier top 50cm is faded to.Main bridge bondbeam concrete slab is in span centre With certain area tension near auxiliary pier top, floorings longitudinal prestressing is set within this range.Bridge floor carry four-track line and Six-lane urban road, rail-road staggered floor arrangement, four line high ferros are laid in the middle of bridge floor, and six-lane urban road is laid in respectively ferrum Road girder upstream and downstream both sides.Suspension cable spatially arrange by double rope faces, and suspension cable is anchored at the steel on the upside of box-shaped anchorage beam top board In anchor case, anchorage beam is pressed rope and, to arrangement, railway girder and highway girder is firmly coupled as one away from along vertical bridge.
The bridge span arrangement has considered many factors such as stress, flood passage, fishing guarantor and flood bank, and the end bay of main bridge two is not Symmetrically, it is impossible to arrange other auxiliary piers, according to conventional stayed-cable bridge structure system, deflection span ratio is larger, and overall vertical rigidity is not enough, Affect traffic safety and ride quality.For this purpose, using the Novel structure system of the present invention, on 4 sections of span centre girder and side 2 groups of auxiliary suspension cables are correspondingly arranged respectively across 2 girder sections of afterbody, while arranging in the range of 4 sections 48m of span centre The local ballast concrete block of 13kN/m, then can significantly effectively improve structure integral rigidity, meanwhile, economy and stress performance are good It is good.
, using Novel structure system of the invention, compared with conventional stayed-cable bridge structure system, span centre deflection span ratio is significantly for the bridge Reduce, it is longitudinally curved that overall vertical rigidity increase 7.3%, beam-ends corner reduces the lower bridge tower bottom of towe of 14.1%, vertical static live load effect Square reduces 3.8%, suspension cable Fatigue Stress Amplitude and reduces the reduction of 9.1%, deck-molding, (total to economize on per 1.1 tons of linear meter(lin.m.) saving steel Steel amount 1150t), suspension cable consumption increase by 1.8%, span centre ballast concrete block increase by 63 tons.In sum, using the present invention's Novel structure body, can effectively improve structure entirety vertical rigidity, improve structure tension performance, and can realize economy and stress performance Comprehensive optimal high unity.
It is pointed out that the patent of the present invention local gravity across combined bridge greatly that simply explains through diagrams described above is firm Suspension cable Novel structure system is spent and aids in, some principles of the above patent of the present invention that simply explains through diagrams, not Be by patent of the present invention be confined to shown in and described concrete structure and the scope of application in, therefore every be possible to what is be utilized Corresponding modification and equivalent, belong to the apllied the scope of the claims of patent of the present invention.

Claims (4)

1. the local gravity rigidity of large span stayed-cable bridge and auxiliary suspension cable structure system, including bridge tower (1), in across girder and often Rule suspension cable (4), the upper/lower terminal of conventional suspension cable (4) respectively with bridge tower (1), in across girder anchor connection, it is characterized in that: Across girder, common standard section girder (3) of across span centre area's girder (2) and both sides is constituted by described, in across span centre area's girder (2) local ballast (7) is set on, and arranged in some groups of upper ends and the auxiliary of bridge tower (1) anchor connection across suspension cable (5), auxiliary Help end bay suspension cable (6);Across span centre area's girder (2) anchor connection with across the lower end of suspension cable (5) in auxiliary;Auxiliary end bay is oblique Drag-line (6) is opposite across suspension cable (5) with auxiliary, and its lower end is in end bay side and common standard section girder (3) anchor connection.
2. the local gravity rigidity of large span stayed-cable bridge as claimed in claim 1 and auxiliary suspension cable structure system, its feature It is:Span centre section suspension cable overlay region is formed on across span centre area's girder (2) in across suspension cable (5) in the auxiliary.
3. the local gravity rigidity of large span stayed-cable bridge as claimed in claim 1 and auxiliary suspension cable structure system, its feature It is:Intersect in facade projection across the anchor point of girder with across suspension cable (5), auxiliary end bay suspension cable (6) in the auxiliary It is misaligned non-intersect in plane projection in a bit.
4. the local gravity rigidity of large span stayed-cable bridge as claimed in claim 1 and auxiliary suspension cable structure system, its feature It is:Secondary dead load and train load are subjected only in the auxiliary across suspension cable (5).
CN201610534684.2A 2016-07-08 2016-07-08 The local gravity rigidity and auxiliary suspension cable structure system of large span stayed-cable bridge Active CN106567320B (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106951668A (en) * 2017-05-04 2017-07-14 中铁二院工程集团有限责任公司 The stiffness reliability method and cable-stayed bridge of a kind of Long Span Railway cable-stayed bridge
CN107145664A (en) * 2017-05-04 2017-09-08 中铁二院工程集团有限责任公司 A kind of method that Long Span Railway cable-stayed bridge rigidity is controlled by suspension cable
CN112942126A (en) * 2021-03-11 2021-06-11 贵州省交通规划勘察设计研究院股份有限公司 Method capable of reducing stress of auxiliary pier of double-tower combined beam cable-stayed bridge

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JP2003253620A (en) * 2002-03-06 2003-09-10 Kurosawa Construction Co Ltd Cable stayed bridge and its construction method
CN202401384U (en) * 2011-12-26 2012-08-29 中铁二院工程集团有限责任公司 Ballasting structure of steel-truss cable-stayed bridge
CN103696356A (en) * 2013-12-16 2014-04-02 中交公路规划设计院有限公司 Multi-tower diagonal cable bridge provided with double-row support system
CN203923882U (en) * 2014-07-03 2014-11-05 李瑞红 One-sided dorsal funciculus steel work cable stayed bridge
CN204418000U (en) * 2015-01-14 2015-06-24 山东省交通规划设计院 A kind of Long span steel-concrete composite beam cable-stayed bridge ballast system

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003253620A (en) * 2002-03-06 2003-09-10 Kurosawa Construction Co Ltd Cable stayed bridge and its construction method
CN202401384U (en) * 2011-12-26 2012-08-29 中铁二院工程集团有限责任公司 Ballasting structure of steel-truss cable-stayed bridge
CN103696356A (en) * 2013-12-16 2014-04-02 中交公路规划设计院有限公司 Multi-tower diagonal cable bridge provided with double-row support system
CN203923882U (en) * 2014-07-03 2014-11-05 李瑞红 One-sided dorsal funciculus steel work cable stayed bridge
CN204418000U (en) * 2015-01-14 2015-06-24 山东省交通规划设计院 A kind of Long span steel-concrete composite beam cable-stayed bridge ballast system

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106951668A (en) * 2017-05-04 2017-07-14 中铁二院工程集团有限责任公司 The stiffness reliability method and cable-stayed bridge of a kind of Long Span Railway cable-stayed bridge
CN107145664A (en) * 2017-05-04 2017-09-08 中铁二院工程集团有限责任公司 A kind of method that Long Span Railway cable-stayed bridge rigidity is controlled by suspension cable
CN112942126A (en) * 2021-03-11 2021-06-11 贵州省交通规划勘察设计研究院股份有限公司 Method capable of reducing stress of auxiliary pier of double-tower combined beam cable-stayed bridge

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