CN106567320B - The local gravity rigidity and auxiliary suspension cable structure system of large span stayed-cable bridge - Google Patents
The local gravity rigidity and auxiliary suspension cable structure system of large span stayed-cable bridge Download PDFInfo
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- CN106567320B CN106567320B CN201610534684.2A CN201610534684A CN106567320B CN 106567320 B CN106567320 B CN 106567320B CN 201610534684 A CN201610534684 A CN 201610534684A CN 106567320 B CN106567320 B CN 106567320B
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- suspension cable
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- cable
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- 239000000725 suspension Substances 0.000 title claims abstract description 63
- 230000005484 gravity Effects 0.000 title claims abstract description 14
- 238000005452 bending Methods 0.000 abstract description 4
- 230000002708 enhancing Effects 0.000 abstract description 4
- 229910000831 Steel Inorganic materials 0.000 description 14
- 239000010959 steel Substances 0.000 description 14
- 239000004567 concrete Substances 0.000 description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 239000011150 reinforced concrete Substances 0.000 description 4
- 239000002965 rope Substances 0.000 description 4
- 230000000875 corresponding Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006011 modification reaction Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000003068 static Effects 0.000 description 1
- 238000011144 upstream manufacturing Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
Abstract
The local gravity rigidity and auxiliary suspension cable structure system of large span stayed-cable bridge, to significantly improve the whole vertical, transverse direction and torsional rigidity of long-span cablestayed bridges, it is substantially reduced vertical bending moment of the bridge tower under live loading, greatly enhances the structural system in the broad applicability in high-speed railway long-span cablestayed bridges field.Including bridge tower, in across girder 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：Across girder, across span centre area's girder and the common standard section girder of two sides are constituted in described, in local ballast is set on across span centre area's girder, and be arranged in the auxiliary of several groups upper end and bridge tower anchor connection across suspension cable, auxiliary end bay suspension cable.Lower end across span centre area's girder anchor connection in auxiliary across suspension cable, auxiliary end bay suspension cable is opposite across suspension cable with auxiliary, and lower end is in end bay side and the girder anchor connection of common standard section.
Description
Technical field
The present invention relates to bridge, in particular to a kind of local gravity rigidity and auxiliary applied to Long-Span Railway Cable-Stayed Bridge
The Novel structure system of suspension cable.
Background technique
Cable-stayed bridge is at home and abroad rapidly developed, and quantity is more and more, and span is increasing, and structure type is in multiplicity
Change.Cable-stayed bridge is a kind of flexible structure, and high-speed railway is more demanding to the vertical deformation of bridge, cable-stayed bridge vertical rigidity mainly by
Drag-line, bridge tower and girder provide, and wherein drag-line is relatively large to the contribution of vertical rigidity.For high-speed railway greatly across oblique pull
How bridge, especially large span combined bridge steel case cable-stayed bridge, effectively improve cable-stayed bridge entirety vertical rigidity, become greatly across oblique
Draw the key of bridge design.
Summary of the invention
Technical problem to be solved by the invention is to provide a kind of local gravity rigidity of large span stayed-cable bridge and auxiliary are oblique
Stayed structure system is substantially reduced bridge tower in mobile load to significantly improve the whole vertical, transverse direction and torsional rigidity of long-span cablestayed bridges
Vertical bending moment under effect, greatly enhances the structural system in the broad applicability in high-speed railway long-span cablestayed bridges field.
It is as follows that the present invention solves technical solution used by the above technical problem：
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, across span centre area's girder and the common standard section girder of two sides are constituted in, in setting part pressure on across span centre area's girder
Weight, and be arranged in the auxiliary of several groups upper end 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 in of the lower end of rope；Assist end bay suspension cable opposite across suspension cable with auxiliary, lower end exists
End bay side and the girder anchor connection of common standard section.
The invention has the advantages that the local ballast near conventional cable-stayed bridge span centre, then set in span centre and end bay end
Several groups assist suspension cable, can significantly improve bridge entirety vertical rigidity, lateral stiffness and torsion stiffness, reduce track or so
Rail level height difference meets the requirement of high-speed railway large span stayed-cable bridge driving rigidity, overcomes conventional box girder stayed-cable bridge system stiffness
Lesser disadvantage；It is arranged after lazy halyard, vertical bending moment of the bridge tower under live load of train effect is substantially reduced；Setting can be passed through
Bridge entirety vertical rigidity is adjusted flexibly in the ballast section of different length and corresponding lazy halyard, greatly enhances the box
Girder is in railway, the broad applicability of urban track traffic and combined large span stayed-cable bridge field.For opposite trusses, adopt
The material that girder can be saved with box type girder, reduces rolled steel dosage, and economy and society meaning is significant.
Detailed description of the invention
This specification includes following three width attached drawing：
Fig. 1 is the local gravity rigidity of large span stayed-cable bridge of the present invention and the elevation of auxiliary suspension cable structure system；
Fig. 2 is the sectional view of the line A-A along Fig. 1；
Fig. 3 is the sectional view of the line B-B along Fig. 1；
Component, toponym and corresponding label are shown in figure：Bridge tower 1, in across span centre area's girder 2, common standard section
Girder 3, conventional suspension cable 4, in auxiliary across suspension cable 5, auxiliary end bay suspension cable 6, local ballast 7.
Specific embodiment
The invention patent is further illustrated with implementation example with reference to the accompanying drawing.
Referring to FIG. 1, FIG. 2 and FIG. 3, the local gravity rigidity of large span stayed-cable bridge of the present invention and auxiliary suspension cable structure body
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, across span centre area's girder 2 and the common standard section girder 3 of two sides are constituted in described, in across span centre area
Local ballast 7 is set on girder 2, and is arranged in the auxiliary of several groups upper end and 1 anchor connection of bridge tower across suspension cable 5, auxiliary side
Across suspension cable 6.Lower end across span centre 2 anchor connection of area's girder in across suspension cable 5 in auxiliary；Assist end bay suspension cable 6 with it is auxiliary
Opposite across suspension cable 5 in helping, lower end is in end bay side and 3 anchor connection of common standard section girder.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 setting several groups, is anchored in across suspension cable 5 in auxiliary
On across span centre area's girder 2, for bridge tower moment of flexure caused by across span centre area's girder 2 in balance, across span centre area's girder 2 is correspondingly arranged in
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 on bridge tower 1 jointly, forms the novel local gravity rigidity of one kind and auxiliary oblique pull cable system.
Referring to Fig.1, the overlapping of span centre section suspension cable is formed in the auxiliary on across span centre area's girder 2 in across suspension cable 5
Area.Across suspension cable 5, auxiliary end bay suspension cable 6, the anchor point across girder intersects at one in facade projection in the auxiliary
Point is not overlapped non-intersecting in plane projection.
It is subjected only to secondary dead load and train load across suspension cable 5 in the auxiliary, specification is determined according to actual loading.It is auxiliary
It is determined in helping across suspension cable 5, the group number view rigidity of structure demand of auxiliary end bay suspension cable 6 and tune rope target, final realization
Full bridge structure stress and economic, the beautiful unity of opposites.
Compared with conventional stayed-cable bridge structure system, the present invention can significantly improve the whole vertical, horizontal of long-span cablestayed bridges
To and torsional rigidity, vertical bending moment of the significantly smaller 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 solution of the present invention is successfully applied to the design of the combined Yangtze Bridge in Yibin Harbor by the applicant
In, bridge overall 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 use staggered floor steel case Cable-stayed Bridge Scheme, steel
Reinforced concrete brilliant bridge tower, basis use cast-in-situ bored pile.
Bridge floor overall with 66.5m, main bridge girder use steel box-girder and groove profile steel reinforced concrete bondbeam, and wherein railway girder standard paragraphs are
Steel box-girder, deck-siding 23.5m, transition is groove profile steel reinforced concrete bondbeam, railway concrete bridge plate thickness near end bay and auxiliary pier
For 40cm, 60cm is faded near auxiliary pier top, and is assisting setting girder steel bottom plate combination within the scope of 56m near pier top simultaneously
Section concrete, adapter section concrete thickness 80cm；Highway girder overall length is groove profile steel reinforced concrete bondbeam, deck-siding 15m, highway girder mark
Quasi- section concrete bridge floor plate thickness 28cm fades to 50cm near auxiliary pier top.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-speed rails are laid among bridge floor, and six-lane urban road is laid in iron respectively
Road girder upstream and downstream two sides.Spatially double rope face arrangements, suspension cable are anchored at the steel on the upside of box-shaped anchorage beam top plate to suspension cable
In anchor case, anchorage beam is by rope away from, to arrangement, railway girder and highway girder being firmly coupled as one along vertical bridge.
The bridge span arrangement has comprehensively considered many factors such as stress, flood passage, fishing guarantor and flood bank, and main two end bay of bridge is not
Symmetrically, other auxiliary piers can not be set, according to conventional stayed-cable bridge structure system, deflection span ratio is larger, and whole vertical rigidity is insufficient,
Influence traffic safety and riding comfort.For this purpose, using Novel structure system of the invention, on 4 segments of span centre girder and side
2 groups of auxiliary suspension cables of setting are respectively corresponded across the girder segment of tail portion 2, while being arranged within the scope of 4 segment 48m of span centre
The local ballast concrete block of 13kN/m then can substantially effectively improve structure overall stiffness, meanwhile, economy and stress performance are good
It is good.
The bridge uses Novel structure system of the invention, and compared with conventional stayed-cable bridge structure system, span centre deflection span ratio is significantly
Reduce, it is longitudinally curved that whole vertical rigidity increases 7.3%, beam-ends corner reduction 14.1%, vertical static live load acts on lower bridge tower tower bottom
Square reduces 3.8%, suspension cable Fatigue Stress Amplitude and reduces the reduction of 9.1%, deck-molding, and 1.1 tons of every linear meter(lin.m.) saving steel (use by total save
Steel amount 1150t), suspension cable dosage increase by 1.8%, span centre ballast concrete block increase by 63 tons.In conclusion using of the invention
Novel structure body can effectively improve structure entirety vertical rigidity, improve structure tension performance, and be able to achieve economy and stress performance
Comprehensive optimal high unity.
It should be pointed out that the invention patent local gravity across combined bridge greatly described above that only explains through diagrams is rigid
Degree and auxiliary suspension cable Novel structure system, the above only explain through diagrams some principles of the invention patent, not
Be the invention patent is confined to shown in and the specific structure and the scope of application in, therefore all may be utilized
Corresponding modification and equivalent, belong to the applied the scope of the patents of the invention patent.
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
Advise 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, the common standard section girder (3) of across span centre area's girder (2) and two sides is constituted in described, in across span centre area's girder
(2) local ballast (7) is set on, and be arranged several groups upper end in the auxiliary of bridge tower (1) anchor connection across suspension cable (5), auxiliary
Help end bay suspension cable (6)；Lower end across span centre area's girder (2) anchor connection in across suspension cable (5) in auxiliary；Assist end bay oblique
Drag-line (6) is opposite across suspension cable (5) with auxiliary, and 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 described in claim 1 and auxiliary suspension cable structure system, feature
It is：Form span centre section suspension cable overlay region in the auxiliary on across span centre area's girder (2) in across suspension cable (5).
3. the local gravity rigidity of large span stayed-cable bridge as described in claim 1 and auxiliary suspension cable structure system, feature
It is：Intersect in facade projection in the auxiliary across the anchor point of suspension cable (5), auxiliary end bay suspension cable (6) in across girder
In a bit, it is not overlapped in plane projection non-intersecting.
4. the local gravity rigidity of large span stayed-cable bridge as described in claim 1 and auxiliary suspension cable structure system, feature
It is：Secondary dead load and train load are subjected only to across suspension cable (5) in the auxiliary.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610534684.2A CN106567320B (en) | 2016-07-08 | 2016-07-08 | The local gravity rigidity and auxiliary suspension cable structure system of large span stayed-cable bridge |
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| CN201610534684.2A CN106567320B (en) | 2016-07-08 | 2016-07-08 | The local gravity rigidity and auxiliary suspension cable structure system of large span stayed-cable bridge |
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| CN106567320B true CN106567320B (en) | 2018-11-23 |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| 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 |
| CN110593078A (en) * | 2019-09-06 | 2019-12-20 | 中铁二院工程集团有限责任公司 | Highway-railway parallel double-girder highway-railway combined bridge |
| 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 |
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2016
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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 |
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