CN104060542B - Compound beam cable stayed bridge direction across bridge prestress application device and applying method thereof - Google Patents
Compound beam cable stayed bridge direction across bridge prestress application device and applying method thereof Download PDFInfo
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- CN104060542B CN104060542B CN201410309111.0A CN201410309111A CN104060542B CN 104060542 B CN104060542 B CN 104060542B CN 201410309111 A CN201410309111 A CN 201410309111A CN 104060542 B CN104060542 B CN 104060542B
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Abstract
The invention discloses a kind of compound beam cable stayed bridge direction across bridge prestress application device and applying method thereof, belong to field of bridge construction, bringing device, comprise girder steel, and be detachably installed on the antiarch truss at described girder steel diaphragm top, described girder steel diaphragm and two median ventral plates form two anchor points, be connected and fixed formation two strong point by the outside of bracket and described girder steel both sides web outside described antiarch truss, and jack is set on the antiarch truss end face girder of described two anchor points forms two hoist points.Applying method: promote tension rod by jack and apply counter-force until complete antiarch applying; After wet joint concrete intensity reaches more than 90% of design strength, jack oil return, after release antiarch truss top lift upwards, the resilience of girder steel direction across bridge is shunk, extruded concrete structure, thus produces direction across bridge compressive stress to bridge floor.The present invention is bringing device and the applying method thereof of the horizontal precompression of a kind of safe, effective, practical steel concrete compound beam.
Description
Technical field
The invention belongs to field of bridge construction, particularly relate to bridge superstructure construction.
Background technology
(1) traditional construction:
On girder steel limit, each corner point of base plate arranges corner guiding device, and arrange the extension leg for installing ground tackle at dual-side web apical position, prestress wire is along the elongated layout of girder steel limit base plate, and its two ends are anchored at the extension leg place on web top, girder steel limit respectively.At the upper jack installing 100t of the simple rack (angle steel making) of girder steel base plate midpoint, by reaching object girder steel being applied to horizontal antiarch power after the vertical jacking of jack pair prestress wire, tensioning.Specifically as shown in accompanying drawing Fig. 1.
(2) limitation of traditional construction:
1. antiarch power applies to adopt the mode of tension steel strand to realize, and because striding across 4 corners, hard-over is close to 90 °, and loss of prestress is very large.
2. the interim fulcrum of girder steel is positioned at diaphragm scope, and prestressed strand also needs to apply along diaphragm, and both have conflict in position.
3. prestressed strand is when 4 angle point by girder steel, needs, at the arranged outside guiding device at girder steel corner location place, could meet stressed needs after reinforcement measure must be made in inner side.Full-bridge is except the beam section being provided with wet seam, and all the other all will arrange guiding, reinforces, to cut off engineering quantity too large.
4. the connection of outer lateral guide and inner side stiffening plate and girder steel, according to the mode be welded to connect, by more to the anticorrosive coating damage of girder steel, the engineering quantity of later stage coating is larger; According to the mode that bolt connects, later stage girder steel limit web, base plate adopt high-strength bolt perforations adding engineering quantity greatly and the anti-corrosion of bolt is more difficult.
5. antiarch lax difficulty after completing, need to exceed the stretch-draw of antiarch power, and exiting intermediate plate could unloaded, may cause concrete cracking.
6. steel strand tension stressed after, according to code requirement, tension operation workman should in the both sides of stretching end, and operating personnel needs construct between stretching end for a long time, there is potential safety hazard.
7. after the outdoor stretch-draw of prestressed strand, can remove after cast-in-place wet joint concrete intensity reaches designing requirement, beam section need keep straining attitude for a long time in the meantime, and in work progress, inevitably there is use electric welding and gas cutting, there is great potential safety hazard.
Summary of the invention
The object of the invention is to: for many drawbacks and the deficiency of prior art, find bringing device and the applying method thereof of the horizontal precompression of a kind of safe, effective, practical steel concrete compound beam.
The object of the invention is realized by following technical proposals:
A kind of compound beam cable stayed bridge direction across bridge prestress application device, comprise girder steel, and be detachably installed on the antiarch truss at described girder steel diaphragm top, described girder steel diaphragm and two median ventral plates are formed the anchor point of two hanger bolt structures, formation two strong point is connected and fixed by the outside of bracket and described girder steel both sides web outside described antiarch truss, and jack is set on the antiarch truss end face girder of described two anchor points, and runs through described antiarch truss and the tension rod connecting described jack and anchor point is set forms two hoist points.
In such scheme, steel reinforced concrete compound beam direction across bridge prestress application device is the mode applying antiarch power at beam section top by the traditional approach optimal design of Shi Hanzhang bottom beam section:
improve the turnaround speed of antiarch truss between each beam section, thus accelerate produced on-site progress;
greatly improve the safety in direction across bridge compressive stress applying process.The tension rod of antiarch truss and the hanger of median ventral plate position adopt pinned connection, significantly reduce operation easier and the workload of operating personnel in antiarch truss installa-tion, unloading process.Jack is arranged on antiarch truss end face girder and mainly utilizes existing lifting appliance to facilitate Fast Installation, the dismounting of jack.
As selection, every one diaphragm of girder steel described in every a slice all installs antiarch truss described in a slice, monolithic beam section lays three described antiarch truss.
In such scheme, by all laying antiarch truss to the per pass diaphragm of every sheet girder steel, girder steel each section direction across bridge deformation values can be made after applying antiarch power consistent, thus the compressive stress that girder steel each section direction across bridge is obtained is identical.
As selection, described antiarch truss is a facade is trapezoidal prismatoid, by upper and lower chord member, connects brace, the montant of upper and lower chord member described in homonymy, and the contact bar connecting upper and lower chord member described in heteropleural is connected and fixed and forms.
In such scheme, antiarch frame adopts top-bottom chord and brace, montant, contact bar scheme, and global design is the steel truss structure in prismatoid, both ensure that under the effect of antiarch power, the rigidity of truss can meet the needs of malformation, alleviates again the overall weight of antiarch truss self.
As selection, described antiarch truss is consisted of bolted-on two panels.
A kind of applying method of aforementioned combinatorial girder stayed-cable bridge direction across bridge prestress application device, after every a slice truss bridge erecting of panel puts in place, before wet seam cast, antiarch truss installa-tion is put in place, and promote tension rod applying counter-force by the jack on antiarch truss girder, form the downwarp of girder steel dual-side web, the antiarch effect of median ventral plate epirelief is until complete antiarch applying; After wet joint concrete intensity reaches more than 90% of design strength, jack oil return, after release antiarch truss top lift upwards, the resilience of girder steel direction across bridge is shunk, extruded concrete structure, thus produces direction across bridge compressive stress to bridge floor.
In such scheme, bridge deck are the connections of conveniently bridge deck Fast Installation, accurately location and wet seam crossing reinforcing bar binding, various pipeline prior to antiarch truss installa-tion.Reach until concrete strength that to discharge antiarch truss top lift upwards after design strength more than 90% be again to can more effectively be delivered in concrete concrete direction across bridge compressive stress during girder steel deformation resilience.
The main scheme of aforementioned the present invention and each further selection scheme thereof can independent assortment to form multiple scheme; be the present invention can adopt and claimed scheme: as the present invention; each selection can select any combination with other; those skilled in the art can understand there is multiple combination according to prior art and common practise after understanding the present invention program; be the claimed technical scheme of the present invention, do not do exhaustive at this.
Beneficial effect of the present invention: girder beam section applies, keeps and to remove etc. measurement under each operating mode and implementation result in antiarch truss installa-tion, antiarch power, adopt and this scheme that a slice antiarch truss applies antiarch power is installed at every a slice girder steel diaphragm top both can have met direction across bridge compressive stress deposit needed for steel reinforced concrete compound beam, safety, the operability of site operation can be improved again, also accelerate manufacturing schedule simultaneously.
Accompanying drawing explanation
Fig. 1 is the structural representation of prior art;
Fig. 2 is the facade structures schematic diagram of the embodiment of the present invention;
Fig. 3 is the side structure schematic diagram of the embodiment of the present invention;
Fig. 4 is the plane structure schematic diagram of the embodiment of the present invention;
Wherein 1 be girder steel, 2 for diaphragm, 3 for median ventral plate, 4 for anchor point, 5 for bracket, 6 for limit web, 7 for antiarch truss end face girder, 8 for jack, 9 for tension rod, 10 for upper chord, 11 for lower chord, 12 for brace, 13 for montant, 14 for contact bar, 15 for jack shelving support, 16 for steel strand, 17 for corner, 18 for ground tackle, 19 for hang leg.
Detailed description of the invention
Following non-limiting examples is for illustration of the present invention.
As in Figure 2-4, a kind of compound beam cable stayed bridge direction across bridge prestress application device, comprises girder steel 1, and is detachably installed on the antiarch truss at girder steel 1 diaphragm 2 top, three road diaphragms of every a slice girder steel 1 install three antiarch truss, and monolithic beam section lays three antiarch truss.Girder steel 1 diaphragm 2 and two median ventral plates 3 are formed the anchor point 4 of two hanger bolt structures, formation two strong point is connected and fixed by bracket 5 and the outside of girder steel 1 both sides web 6 outside antiarch truss, and jack 8 is set on the antiarch truss end face girder 7 of two anchor points 4, and runs through antiarch truss and the tension rod 9 connecting jack 8 and anchor point 4 is set forms two hoist points.As selection, antiarch truss is a facade is trapezoidal prismatoid, be made up of (two sections, left and right as shown in the figure connects and composes) by bolted-on two panels, overall by upper and lower chord member 10,11, connect brace 12, the montant 13 of the upper and lower chord member 10,11 of homonymy, and the contact bar 14 connecting heteropleural upper and lower chord member 10,11 is connected and fixed and forms, can adopt that [40 channel-section steels do top-bottom chord and [14 channel-section steels do brace, montant, contact bar.
A kind of applying method of aforementioned combinatorial girder stayed-cable bridge direction across bridge prestress application device, after every a slice truss bridge erecting of panel puts in place, before wet seam cast, antiarch truss installa-tion is put in place, and promote tension rod applying counter-force by the jack on antiarch truss girder, form the downwarp of girder steel dual-side web, the antiarch effect of median ventral plate epirelief is until complete antiarch applying; After wet joint concrete intensity reaches more than 90% of design strength, jack oil return, after release antiarch truss top lift upwards, the resilience of girder steel direction across bridge is shunk, extruded concrete structure, thus produces direction across bridge compressive stress to bridge floor.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, all any amendments done within the spirit and principles in the present invention, equivalent replacement and improvement etc., all should be included within protection scope of the present invention.
Claims (4)
1. the applying method of a compound beam cable stayed bridge direction across bridge prestress application device, this compound beam cable stayed bridge direction across bridge prestress application device comprises girder steel, and be detachably installed on the antiarch truss at girder steel diaphragm top, the anchor point of two hanger bolts structures is formed at the end face of the junction of described girder steel diaphragm and two median ventral plates, formation two strong point is connected and fixed by the outside of bracket and girder steel both sides web outside described antiarch truss, and jack is set on the antiarch truss end face girder of anchor point described in two, and run through described antiarch truss and the tension rod connecting described jack and anchor point is set forms two hoist points, it is characterized in that: after every a slice truss bridge erecting of panel puts in place, before wet seam cast, antiarch truss installa-tion is put in place, and promote tension rod applying counter-force by the jack on antiarch truss end face girder, form the web downwarp of girder steel both sides, the antiarch effect of median ventral plate epirelief is until complete antiarch applying, after wet joint concrete intensity reaches more than 90% of design strength, jack oil return, after release antiarch truss top lift upwards, the resilience of girder steel direction across bridge is shunk, extruded concrete structure, thus produces direction across bridge compressive stress to bridge floor.
2. the applying method of compound beam cable stayed bridge direction across bridge prestress application device as claimed in claim 1, it is characterized in that: on every one diaphragm of girder steel described in every a slice, all install antiarch truss described in a slice, monolithic beam section lays three described antiarch truss.
3. the applying method of compound beam cable stayed bridge direction across bridge prestress application device as claimed in claim 1, it is characterized in that: described antiarch truss is a facade is trapezoidal prismatoid, by upper and lower chord member, connect brace, the montant of upper and lower chord member described in homonymy, and the contact bar connecting upper and lower chord member described in heteropleural is connected and fixed and forms.
4. the applying method of compound beam cable stayed bridge direction across bridge prestress application device as claimed in claim 1, is characterized in that: described antiarch truss is consisted of bolted-on two panels.
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| CN201410309111.0A CN104060542B (en) | 2014-06-30 | 2014-06-30 | Compound beam cable stayed bridge direction across bridge prestress application device and applying method thereof |
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| CN104389270B (en) * | 2014-11-17 | 2016-04-27 | 中国葛洲坝集团第三工程有限公司 | A kind of construction method of large-scale strip-type bracket |
| CN105421251B (en) * | 2015-11-18 | 2017-04-05 | 同济大学 | Plate-girder jacking supporting mechanism, plate-girder jacking supporting tool |
| CN109487685A (en) * | 2018-12-12 | 2019-03-19 | 中建港务建设有限公司 | A kind of bridge wind resisting structure |
| CN109537787B (en) * | 2018-12-28 | 2024-02-13 | 上海建工五建集团有限公司 | Assembled prestress large plate reverse camber self-adjusting system and using method thereof |
| CN110241734B (en) * | 2019-06-12 | 2021-09-03 | 湖南城市学院 | Pre-bent prestressed beam stress applying device and construction method thereof |
| CN110238964A (en) * | 2019-07-09 | 2019-09-17 | 江西联保工程咨询有限公司 | A kind of device for installation activity core rib |
| CN116341073B (en) * | 2023-03-25 | 2024-04-02 | 中交第二公路勘察设计研究院有限公司 | Pre-compression stress application design method for main span middle bridge deck of steel-UHPC combined beam cable-stayed bridge and implementation method thereof |
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| CN101994291A (en) * | 2009-08-25 | 2011-03-30 | 徐州工程学院 | Process for applying prestress on steel-concrete combined continuous beam |
| KR20120034187A (en) * | 2012-03-21 | 2012-04-10 | 원대연 | Constrution methoed for prestressed composite truss girder using steel truss member |
| CN203947421U (en) * | 2014-06-30 | 2014-11-19 | 中交二航局第四工程有限公司 | Compound beam cable stayed bridge direction across bridge prestress application device |
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Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| DE2646075A1 (en) * | 1976-10-13 | 1978-04-20 | Stahlbau Schaefer Gmbh | Composite bridge roadway slab staged concreting formwork - has height adjustable carriers suspension through slab released, moved and reconnected for subsequent reuse |
| CN1587531A (en) * | 2004-06-30 | 2005-03-02 | 清华大学 | Method for anti-cracking in hogging moment area of steel-concrete combined beam |
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| CN101994291A (en) * | 2009-08-25 | 2011-03-30 | 徐州工程学院 | Process for applying prestress on steel-concrete combined continuous beam |
| KR20120034187A (en) * | 2012-03-21 | 2012-04-10 | 원대연 | Constrution methoed for prestressed composite truss girder using steel truss member |
| CN203947421U (en) * | 2014-06-30 | 2014-11-19 | 中交二航局第四工程有限公司 | Compound beam cable stayed bridge direction across bridge prestress application device |
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