CN107059637A - Long span self-anchoring type suspension bridge system conversion method - Google Patents
Long span self-anchoring type suspension bridge system conversion method Download PDFInfo
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- CN107059637A CN107059637A CN201710342064.3A CN201710342064A CN107059637A CN 107059637 A CN107059637 A CN 107059637A CN 201710342064 A CN201710342064 A CN 201710342064A CN 107059637 A CN107059637 A CN 107059637A
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- cable
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- tensioning
- suspension
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- 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
- E01D11/02—Suspension bridges
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- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a kind of Long span self-anchoring type suspension bridge system conversion method, comprise the following steps：Build the permanent tower of suspension bridge, abutment pier, auxiliary pier, falsework and interim cable-stayed bridge head tower；Using Ta Liang junctions as job platform, the construction of end bay is carried out until end bay closes up；Using hanging cable on interim cable-stayed bridge head tower and knotted rope cantilever girder, until in across closing up；Tensioning suspension cable, main beam linear is promoted to close to suspension bridge and removes the linear of secondary dead load；Construction catwalk and trailer system, set up main push-towing rope；Tensioning hoist cable is until all hoist cables are installed；Remove suspension cable and interim cable-stayed bridge head tower；Plus secondary dead load, finely tune and hang cable force.Long span self-anchoring type suspension bridge system conversion method proposed by the present invention, saves the consumption and tensioning equipment platform tricks of extension bar, while reducing tensioning cycle-index.
Description
Technical field
The present invention relates to bridge construction technical field, more particularly to a kind of Long span self-anchoring type suspension bridge system conversion side
Method.
Background technology
At present, self-anchoring type suspension bridge system conversion method has jack-block, falls beam method and hoist cable stretching method.
Jack-block completes the installation of main push-towing rope and hoist cable by reducing cable saddle, then pushed up again on the basis of continuous beam on many supports
Push away tower top cable saddle and realize that full-bridge embodies conversion.Jack tonnage needed for this method is big, and synchronization job, construction and control are needed during pushing tow
System is complex, and only this flower bridge of Japan completes full-bridge system transform using this kind of method at present.
It is that stiff girder is lifted to the installation that main push-towing rope and hoist cable are carried out after certain altitude to fall beam method, finally by progressively falling frame
Mode realize system transform.The key of this method is that reasonable determination falls frame order, it is ensured that structure is safe to be turned from temporary support
Change in permanent support, in general, unloading also needs after the completion of frame to carry out tensioning adjustment to hoist cable.The method calculates also more multiple
Miscellaneous, Construction control difficulty is larger, is applied to double tower three across self-anchored suspension bridge, the wherein branch of a river rock self-anchored type suspension cable of Changsha three more
Bridge is exactly a successful case for using beam method to construct.
The deadweight of stiff girder is gradually transformed on main push-towing rope by hoist cable stretching method by tensioning hoist cable, realizes that the system of full-bridge turns
Change.This method is simple to operate with respect to first two construction method, and speed of application is fast, and quality control is readily obtained guarantee and adopted extensively
With.Built Foshan is flat at present wins bridge, and ten thousand new bridges, rivers and mountains north pass bridge realizes that full-bridge system turns using hoist cable tensioning
Change.
Main span footpath reaches 600m self-anchored suspension bridge, main push-towing rope bridge completion state and the cable finish stage maximum perpendicular discrepancy in elevation up to 5m it
Many, construction geometry nonlinear characteristic is protruded in hoist cable stretching process, and is hung cable force and influenced each other, according to common with Cheng Qiao
Hoist cable tensioning is carried out based on linear, not only extension bar consumption is big, need to be many with tensioning equipment platform tricks, and also cycle-index is more,
Long in time limit, control difficulty is big.
It is accordingly required in particular to a kind of more efficiently transforming methods of structural system be found, to solve above-mentioned technical problem.
The content of the invention
It is a primary object of the present invention to provide a kind of Long span self-anchoring type suspension bridge system conversion method, it is intended to which saving connects
The consumption of stock and tensioning equipment platform tricks, while reducing tensioning cycle-index.
In order to which up to above-mentioned purpose, the present invention proposes a kind of Long span self-anchoring type suspension bridge system conversion method, including following
Step：
Build the permanent tower of suspension bridge, abutment pier, auxiliary pier, falsework and interim cable-stayed bridge head tower；
Using Ta Liang junctions as job platform, the construction of end bay is carried out until end bay closes up；
Using hanging cable on interim cable-stayed bridge head tower and knotted rope cantilever girder, until in across closing up；
Tensioning suspension cable, main beam linear is promoted to close to suspension bridge and removes the linear of secondary dead load；
Construction catwalk and trailer system, set up main push-towing rope；
Tensioning hoist cable is until all hoist cables are installed；
Remove suspension cable and interim cable-stayed bridge head tower；
Plus secondary dead load, finely tune and hang cable force.
Preferably, the interim cable-stayed bridge head tower is built in the permanent column overhead of suspension bridge.
Preferably, when carrying out the construction of end bay, using incremental launching method.
Preferably, it is described using Ta Liang junctions as job platform, the construction of end bay is carried out until the step of end bay closes up has
Body includes：
Using Ta Liang junctions as job platform, girder erection crane slings steel box-girder, and adjacent two steel box-girder is welded by assembly,
To end bay pushing tow section by section, until auxiliary pier installs in place, falsework is removed after end bay closes up.
Preferably, it is described using hanging cable on interim cable-stayed bridge head tower and knotted rope cantilever girder, in the step of closing up
Specifically include：
In across girder since tower side, girder erection crane slings steel box-girder, adjacent two steel box girder assembling is welded, using interim
Cable-stayed bridge head tower hanging cable and knotted rope cantilever girder, main beam linear by being designed to bridge alignment control, until in across closing up.
Preferably, the tensioning suspension cable, main beam linear is promoted to close to suspension bridge and removes the linear of secondary dead load
Step is specifically included：
By distal end proximally symmetrical tensioning suspension cable successively, main beam linear is promoted to close to suspension bridge and removes secondary dead load
It is linear.
Preferably, the tensioning hoist cable is until all hoist cables are specifically included the step of installing：
In across the tensioning hoist cable since tower side, one every time, sequentially promote, can not once be opened across hoist cable in span centre
Untill moving position to；
End bay since tower side, in across since finally being installed next of hoist cable in place, symmetrical tensioning hoist cable, successively to
It is preceding to promote, until hoist cable is installed.
Preferably, when removing suspension cable, therefrom suspension cable is sequentially removed to tower side across beginning.
Preferably, when removing suspension cable, suspension cable is removed by root downwards from tower top.
The Long span self-anchoring type suspension bridge system conversion method that the present embodiment is proposed, make use of the adjustable spy of stay cable force
Property, main beam linear is lifted, the method that hoist cable tensioning is carried out based on this so that in hoist cable stretching process, not only overcome straight
Connect build up in secondary dead load main beam linear scheme between unstress state amount and the unstress state amount for being designed to bridge exist compared with
The drawbacks of big difference, and make extension bar consumption, tensioning equipment platform tricks, be stretched to installation cycle-index in place and be greatly reduced,
Both construction cost is saved, while being also easy to operation, it is ensured that construction bridges reach design bridge completion state, large span is preferably solved certainly
The system transform problem of anchoring type rope-suspension bridge, a kind of effective way is provided for the construction of similar bridge engineering.
Brief description of the drawings
Fig. 1 be this Long span self-anchoring type suspension bridge system conversion method be used for suspension bridge when complete step S10 after knot
Structure schematic diagram；
Fig. 2 be this Long span self-anchoring type suspension bridge system conversion method be used for suspension bridge when complete step S20 after knot
Structure schematic diagram；
Fig. 3 be this Long span self-anchoring type suspension bridge system conversion method be used for suspension bridge when complete step S30 after knot
Structure schematic diagram；
Fig. 4 be this Long span self-anchoring type suspension bridge system conversion method be used for suspension bridge when complete step S40 after knot
Structure schematic diagram；
Fig. 5 be this Long span self-anchoring type suspension bridge system conversion method be used for suspension bridge when complete step S50 after knot
Structure schematic diagram；
Fig. 6 be this Long span self-anchoring type suspension bridge system conversion method be used for suspension bridge when complete step S60 after knot
Structure schematic diagram；
Fig. 7 be this Long span self-anchoring type suspension bridge system conversion method be used for suspension bridge when complete step S70 after knot
Structure schematic diagram；
Fig. 8 be this Long span self-anchoring type suspension bridge system conversion method be used for suspension bridge when complete step S80 after knot
Structure schematic diagram.
In figure：1- falseworks, the interim cable-stayed bridge head towers of 2-, 3- pushers, 4- pushing tow supports, 5- main push-towing ropes, 6- steel box-girders
Girder, 7- anchor span concrete box beams.
The realization, functional characteristics and advantage of the object of the invention will be described further referring to the drawings in conjunction with the embodiments.
Embodiment
It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, it is not intended to limit the present invention.
Referring to figs. 1 to Fig. 8, in this preferred embodiment, a kind of Long span self-anchoring type suspension bridge system conversion method, including with
Lower step：
Step S10, builds the permanent tower of suspension bridge, abutment pier, auxiliary pier, falsework and interim cable-stayed bridge head tower；
Step S20, using Ta Liang junctions as job platform, carries out the construction of end bay until end bay closes up；
Step S30, using hanging cable on interim cable-stayed bridge head tower and knotted rope cantilever girder, until in across closing up；
Main beam linear is promoted to close to suspension bridge and removes the linear of secondary dead load by step S40, tensioning suspension cable；
Step S50, construction catwalk and trailer system, set up main push-towing rope；
Step S60, tensioning hoist cable are until all hoist cables are installed；
Step S70, removes suspension cable and interim cable-stayed bridge head tower；
Cable force is hung in step S80, plus secondary dead load, fine setting.
Further, the interim cable-stayed bridge head tower is built in the permanent column overhead of suspension bridge, so as to save another build temporarily
The cost of supporting construction and workplace.
Further, when carrying out the construction of end bay, using incremental launching method, such girder is complete by water transportation, lifting,
Do not limited by overland transport condition.
Step S20 is specifically included：Using Ta Liang junctions as job platform, girder erection crane slings steel box-girder, by adjacent two steel
Box beam is welded by assembly, and to end bay pushing tow section by section, until auxiliary pier installs in place, falsework is removed after end bay closes up.
Step S30 is specifically included：In across girder since tower side, girder erection crane slings steel box-girder, by adjacent two steel box-girder
Assembly welding, using interim cable-stayed bridge head tower hanging cable and knotted rope cantilever girder, main beam linear by being designed to bridge alignment control, up to
In across closing up.
Step S40 is specifically included：By distal end proximally symmetrical tensioning suspension cable successively, main beam linear is promoted to close to outstanding
Cable bridge removes the linear of secondary dead load.
In the present embodiment, by distal end proximally successively symmetrical tensioning suspension cable be because：When setting up completion due to cable-stayed bridge,
Jack in interim cable-stayed bridge tower top, by distal end proximally successively symmetrical tensioning when without carrying back and forth, save the plenty of time；Separately
Outside, girder span centre sensitiveness is strong, and the displacement of girder lifting is easily controlled.
Step S60 is specifically included：In across the tensioning hoist cable since tower side, one every time, sequentially promoted to span centre, Zhi Daozhong
Untill hoist cable is unable to single tension in place；
End bay since tower side, in across since finally being installed next of hoist cable in place, symmetrical tensioning hoist cable, successively to
It is preceding to promote, until hoist cable is installed.
In step S70, when removing suspension cable, therefrom suspension cable is sequentially removed to tower side across beginning.
In step S70, suspension cable is removed by root downwards from tower top.Suspension cable is removed by root downwards from tower top, than from bottom of towe
Upwards the safety that suspension cable more can guarantee that interim cable-stayed bridge head tower is removed by root.
In step S40, the adjustable characteristic of stay cable force is made full use of, bridge medium line shape is lifted, pacifies hoist cable tensioning
Fill it is more convenient, while also saving length and the tensioning equipment quantity of extension bar
This Long span self-anchoring type suspension bridge system conversion method is used into certain across steel case reinforcement beam self-anchored type in double rope faces three to hang
Cable bridge, bridge basic parameter is as follows：In across 600m, sag 60m, ratio of rise to span 1/10, end bay 210m, the left high h=of tower beacon
321.630m；In across suspension rod spacing 15 × 40,11 × 10+30m of end bay suspension rod spacing；Single main push-towing rope section 0.2578mm2, elasticity
Modulus 2.00 × 105MPa, reinforcement beam section 2.6918mm2, modulus of elasticity 2.06 × 105MPa；Sarasota cuts for concrete box deformation
Face.
By Long span self-anchoring type suspension bridge system conversion method and the conventional directly method of tensioning hoist cable parameter comparison such as
Shown in following table.
Compared by above-mentioned calculating, as a result show the conversion method using the present invention, can be with larger saving jack number of units
With tensioning number of times, the length of larger reduction extension bar meets suspension bridge into bridge requirement after the completion of tensioning.
The Long span self-anchoring type suspension bridge system conversion method that the present embodiment is proposed, make use of the adjustable spy of stay cable force
Property, main beam linear is lifted, the method that hoist cable tensioning is carried out based on this so that in hoist cable stretching process, not only overcome straight
Connect build up in secondary dead load main beam linear scheme between unstress state amount and the unstress state amount for being designed to bridge exist compared with
The drawbacks of big difference, and make extension bar consumption, tensioning equipment platform tricks, be stretched to installation cycle-index in place and be greatly reduced,
Both construction cost is saved, while being also easy to operation, it is ensured that construction bridges reach design bridge completion state, large span is preferably solved certainly
The system transform problem of anchoring type rope-suspension bridge, a kind of effective way is provided for the construction of similar bridge engineering.
The preferred embodiments of the present invention are these are only, are not intended to limit the scope of the invention, it is every to utilize this hair
The equivalent structure transformation that bright specification and accompanying drawing content are made, or other related technical fields are directly or indirectly used in,
Similarly it is included within the scope of the present invention.
Claims (9)
1. a kind of Long span self-anchoring type suspension bridge system conversion method, it is characterised in that comprise the following steps：
Build the permanent tower of suspension bridge, abutment pier, auxiliary pier, falsework and interim cable-stayed bridge head tower；
Using Ta Liang junctions as job platform, the construction of end bay is carried out until end bay closes up；
Using hanging cable on interim cable-stayed bridge head tower and knotted rope cantilever girder, until in across closing up；
Tensioning suspension cable, main beam linear is promoted to close to suspension bridge and removes the linear of secondary dead load；
Construction catwalk and trailer system, set up main push-towing rope；
Tensioning hoist cable is until all hoist cables are installed；
Remove suspension cable and interim cable-stayed bridge head tower；
Plus secondary dead load, finely tune and hang cable force.
2. Long span self-anchoring type suspension bridge system conversion method as claimed in claim 1, it is characterised in that permanent in suspension bridge
The interim cable-stayed bridge head tower is built in column overhead.
3. Long span self-anchoring type suspension bridge system conversion method as claimed in claim 1, it is characterised in that carry out applying for end bay
Man-hour, using incremental launching method.
4. Long span self-anchoring type suspension bridge system conversion method as claimed in claim 1, it is characterised in that described to be handed over tower beam
It is job platform to meet place, carries out the construction of end bay until the step of end bay closes up specifically includes：
Using Ta Liang junctions as job platform, girder erection crane slings steel box-girder, adjacent two steel box-girder is welded by assembly, Xiang Bian
Across pushing tow section by section, until auxiliary pier installs in place, falsework is removed after end bay closes up.
5. Long span self-anchoring type suspension bridge system conversion method as claimed in claim 1, it is characterised in that described using interim
Hanging cable and knotted rope cantilever girder, are specifically included in the step of closing up on cable-stayed bridge head tower：
In across girder since tower side, girder erection crane slings steel box-girder, by adjacent two steel box girder assembling weld, utilize interim oblique pull
Bridge head tower hanging cable and knotted rope cantilever girder, main beam linear by being designed to bridge alignment control, until in across closing up.
6. Long span self-anchoring type suspension bridge system conversion method as claimed in claim 1, it is characterised in that the tensioning oblique pull
Rope, main beam linear is promoted to the linear step for removing secondary dead load close to suspension bridge and specifically included：
By distal end proximally symmetrical tensioning suspension cable successively, main beam linear is promoted to the line that secondary dead load is removed close to suspension bridge
Shape.
7. Long span self-anchoring type suspension bridge system conversion method as claimed in claim 1, it is characterised in that the tensioning hoist cable
Until all hoist cables are specifically included the step of installing：
In across the tensioning hoist cable since tower side, one every time, sequentially promoted to span centre, being unable to single tension across hoist cable in arrives
Untill position；
End bay since tower side, in across since finally being installed next of hoist cable in place, symmetrical tensioning hoist cable is pushed away forward successively
Enter, until hoist cable is installed.
8. Long span self-anchoring type suspension bridge system conversion method as claimed in claim 1, it is characterised in that remove suspension cable
When, therefrom sequentially remove suspension cable to tower side across beginning.
9. Long span self-anchoring type suspension bridge system conversion method as claimed in any of claims 1 to 8 in one of claims, its feature exists
In when removing suspension cable, from tower top downwards by root dismounting suspension cable.
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| CN201710342064.3A CN107059637A (en) | 2017-05-16 | 2017-05-16 | Long span self-anchoring type suspension bridge system conversion method |
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| CN201710342064.3A CN107059637A (en) | 2017-05-16 | 2017-05-16 | Long span self-anchoring type suspension bridge system conversion method |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109371805A (en) * | 2018-11-14 | 2019-02-22 | 西南交通大学 | A kind of large span multitower cable-cabin structure bridge and its construction method |
| CN109972494A (en) * | 2019-04-01 | 2019-07-05 | 浙江省交通规划设计研究院有限公司 | A kind of big segment lifting self-anchored suspension bridge design and construction method with hinge between segment |
| CN110629678A (en) * | 2019-10-23 | 2019-12-31 | 中国电建集团成都勘测设计研究院有限公司 | Cable-stayed bridge's cable auxiliary stand |
| CN110904856A (en) * | 2019-12-30 | 2020-03-24 | 中国铁建投资集团有限公司 | Self-anchored suspension bridge position-changing anchor span closure method |
| CN112227206A (en) * | 2020-09-07 | 2021-01-15 | 中交二航局第二工程有限公司 | Process design and construction method for ground anchor to self-anchored beam |
| CN113863141A (en) * | 2021-09-07 | 2021-12-31 | 广东省交通规划设计研究院集团股份有限公司 | Self-anchored suspension bridge construction method based on beam-forming conversion of cable-stayed bridge |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109371805A (en) * | 2018-11-14 | 2019-02-22 | 西南交通大学 | A kind of large span multitower cable-cabin structure bridge and its construction method |
| CN109972494A (en) * | 2019-04-01 | 2019-07-05 | 浙江省交通规划设计研究院有限公司 | A kind of big segment lifting self-anchored suspension bridge design and construction method with hinge between segment |
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| CN110904856A (en) * | 2019-12-30 | 2020-03-24 | 中国铁建投资集团有限公司 | Self-anchored suspension bridge position-changing anchor span closure method |
| CN112227206A (en) * | 2020-09-07 | 2021-01-15 | 中交二航局第二工程有限公司 | Process design and construction method for ground anchor to self-anchored beam |
| CN113863141A (en) * | 2021-09-07 | 2021-12-31 | 广东省交通规划设计研究院集团股份有限公司 | Self-anchored suspension bridge construction method based on beam-forming conversion of cable-stayed bridge |
| CN113863141B (en) * | 2021-09-07 | 2023-08-29 | 广东省交通规划设计研究院集团股份有限公司 | Self-anchored suspension bridge construction method based on cable-stayed bridge Cheng Liang conversion |
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Application publication date: 20170818 |