CN203947421U - Compound beam cable stayed bridge direction across bridge prestress application device - Google Patents
Compound beam cable stayed bridge direction across bridge prestress application device Download PDFInfo
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- CN203947421U CN203947421U CN201420359806.5U CN201420359806U CN203947421U CN 203947421 U CN203947421 U CN 203947421U CN 201420359806 U CN201420359806 U CN 201420359806U CN 203947421 U CN203947421 U CN 203947421U
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- antiarch
- truss
- girder steel
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Abstract
The utility model discloses a kind of compound beam cable stayed bridge direction across bridge prestress application device, belong to field of bridge construction, bringing device, comprise girder steel, and the antiarch truss that is detachably installed on described girder steel diaphragm top, on described girder steel diaphragm and two median ventral plates, form two anchor points, described antiarch truss outside is connected and fixed formation two strong points by the outside of bracket and described girder steel both sides web, and on the antiarch truss end face girder of described two anchor points, jack is set and forms two hoist points.The utility model is a kind of bringing device and applying method thereof of safe, effective, the practical horizontal precompression of steel concrete compound beam.
Description
Technical field
The utility model belongs to field of bridge construction, relates in particular to bridge superstructure construction.
Background technology
(1) tradition construction:
On girder steel limit, each corner point of base plate arranges corner guiding device, is provided for installing the extension leg of ground tackle at dual-side web apical position, and prestress wire is along the elongated layout of girder steel limit base plate, and its two ends are anchored at respectively the extension leg place on web top, girder steel limit.At the upper jack that 100t is installed of the simple rack (angle steel making) of girder steel base plate midpoint, after the vertical jacking by jack pair prestress wire, tensioning, reach the object that girder steel is applied to horizontal antiarch power.Specifically as shown in accompanying drawing Fig. 1.
(2) limitation of tradition construction:
1. antiarch power applies and adopts the mode of tension steel strand to realize, and because need stride across 4 corners, hard-over approaches 90 °, and loss of prestress is very large.
2. the interim fulcrum of girder steel is positioned at diaphragm scope, and prestressed strand also need to apply along diaphragm, and both have conflict in position.
3. prestressed strand, when 4 angle point by girder steel, need to, 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 being provided with the beam section of wet seam, and all the other all will arrange guiding, reinforces, cuts off engineering quantity too large.
4. being connected of outer lateral guide and inner side stiffening plate and girder steel, if adopt the mode being welded to connect, the anticorrosive coating damage to girder steel is more, and the engineering quantity of later stage coating is larger; If the mode that adopts bolt to connect, later stage girder steel limit web, base plate adopt high-strength bolt perforations adding engineering quantity anti-corrosion large and bolt more difficult.
5. antiarch lax difficulty after completing, need be to surpass the stretch-draw of antiarch power, and exit intermediate plate could unloaded, may cause concrete cracking.
6. steel strand tension stressed after, according to code requirement, tension operation workman should be in the both sides of stretching end, operating personnel needs between stretching end, to construct for a long time, has potential safety hazard.
7. after the outdoor stretch-draw of prestressed strand, after reaching designing requirement, cast-in-place wet joint concrete intensity can remove, beam section need keep straining attitude for a long time in the meantime, and inevitably can exist in work progress, uses electric welding and gas cutting, has great potential safety hazard.
Utility model content
The purpose of this utility model is: for many drawbacks and the deficiency of prior art, find a kind of bringing device and applying method thereof of safe, effective, the practical horizontal precompression of steel concrete compound beam.
The utility model object realizes by following technical proposals:
A kind of compound beam cable stayed bridge direction across bridge prestress application device, comprise girder steel, and the antiarch truss that is detachably installed on described girder steel diaphragm top, on described girder steel diaphragm and two median ventral plates, form the anchor point of two hanger bolt structures, described antiarch truss outside is connected and fixed formation two strong points by the outside of bracket and described girder steel both sides web, and on the antiarch truss end face girder of described two anchor points, jack is set, and runs through described antiarch truss and the tension rod that connects 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 by applying prestressed traditional approach optimal design for to apply the mode of antiarch power at beam section top in beam section bottom: 1. improved the turnaround speed of antiarch truss between each beam section, thereby accelerated produced on-site progress; 2. greatly improve direction across bridge compressive stress and applied the safety in process.The hanger of the tension rod of antiarch truss and median ventral plate position adopts bearing pin to be connected, and has greatly reduced operation easier and the workload of operating personnel in the installation of antiarch truss, unloading process.It is mainly to utilize existing lifting appliance to facilitate Fast Installation, the dismounting of jack that jack is arranged on antiarch truss end face girder.
As selection, antiarch truss described in a slice is all installed on every one diaphragm of girder steel described in every a slice, monolithic beam section is laid three described antiarch truss.
In such scheme, by the per pass diaphragm to every girder steel, all lay antiarch truss, can make each section direction across bridge deformation values of girder steel consistent after applying antiarch power, thereby the compressive stress that each section direction across bridge of girder steel is obtained is identical.
As selection, described antiarch truss is that 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 connects described in heteropleural the contact bar of upper and lower chord member and be connected and fixed and form.
In such scheme, antiarch frame employing top-bottom chord and brace, montant, contact bar scheme, global design is the steel truss structure that is prismatoid, has both guaranteed under the effect of antiarch power, the rigidity of truss can meet the needs of malformation, has alleviated again the overall weight of antiarch truss self.
As selection, described antiarch truss consists of bolted-on by two.
The main scheme of aforementioned the utility model and each further selection scheme thereof can independent assortment to form a plurality of schemes; be the utility model and can adopt also claimed scheme: as the utility model; each selects to 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 utility model scheme; be the claimed technical scheme of the utility model, at this, do not do exhaustive.
The beneficial effects of the utility model: measurement and implementation result under each operating modes such as girder beam section is installed at antiarch truss, antiarch power applies, keeps and removes, this scheme that employing applies antiarch power at every a slice girder steel diaphragm top installation a slice antiarch truss both can meet the required direction across bridge compressive stress deposit of steel reinforced concrete compound beam, can improve again safety, the operability of site operation, 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 utility model embodiment;
Fig. 3 is the side structure schematic diagram of the utility model embodiment;
Fig. 4 is the plane structure schematic diagram of the utility model embodiment;
Wherein 1 is that girder steel, 2 is for diaphragm, 3 is for median ventral plate, 4 is for anchor point, 5 is for bracket, 6 is for limit web, 7 is for girder, 8 is for jack, 9 is for tension rod, 10 is for upper chord, 11 is for lower chord, 12 is for brace, 13 is for montant, 14 is for contact bar, 15 is for jack shelving support, 16 is for steel strand, 17 are for corner, 18 is for ground tackle, 19 is for hanging leg.
The specific embodiment
Following non-limiting examples is used for illustrating the utility model.
As in Figure 2-4, a compound beam cable stayed bridge direction across bridge prestress application device, comprises girder steel 1, and the antiarch truss that is detachably installed on girder steel 1 diaphragm 2 tops, on every a slice girder steel 1 San road diaphragm, three antiarch truss are installed, monolithic beam section is laid three antiarch truss.On girder steel 2 diaphragms 2 and two median ventral plates 3, form the anchor point 4 of two hanger bolt structures, antiarch truss outside is connected and fixed formation two strong points by bracket 5 and the outside of girder steel 1 both sides web 6, and on the antiarch truss end face girder 7 of two anchor points 4, jack 8 is set, and run through tension rod 9 formation two hoist points that antiarch truss arranges connection jack 8 and anchor point 4.As selection, antiarch truss is that a facade is trapezoidal prismatoid, by two, by bolted-on, form (left and right two sections connect and compose) as shown in the figure, whole by upper and lower chord member 10,11, the brace 12, the montant 13 that connect the upper and lower chord member 10,11 of homonymy, and the contact bar 14 that connects the upper and lower chord member 10,11 of heteropleural is connected and fixed and forms, can adopt that [top-bottom chord done by 40 channel-section steels and [14 channel-section steels are done brace, montant, contact bar.
A kind of applying method of aforementioned compound beam cable stayed 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 is in place, and apply counter-force by the jack lifting tension rod 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 and apply; Wet joint concrete intensity reach design strength more than 90% after, jack oil return, discharges after the top lift that antiarch truss makes progress, the resilience of girder steel direction across bridge is shunk, extruded concrete structure, thus to bridge floor generation direction across bridge compressive stress.
In the method, it is in order to facilitate bridge deck Fast Installation, accurately to locate and the connection of wet seam crossing reinforcing bar binding, various pipelines that bridge deck are installed prior to antiarch truss.Until concrete strength, reaching design strength, to discharge top lift that antiarch truss makes progress after more than 90% be can more effective being delivered in concrete to concrete direction across bridge compressive stress during for girder steel deformation resilience again.
The foregoing is only preferred embodiment of the present utility model; not in order to limit the utility model; all any modifications of doing within spirit of the present utility model and principle, be equal to and replace and improvement etc., within all should being included in protection domain of the present utility model.
Claims (4)
1. a compound beam cable stayed bridge direction across bridge prestress application device, it is characterized in that: comprise girder steel, and the antiarch truss that is detachably installed on described girder steel diaphragm top, on described girder steel diaphragm and two median ventral plates, form the anchor point of two hanger bolt structures, described antiarch truss outside is connected and fixed formation two strong points by the outside of bracket and described girder steel both sides web, and on the antiarch truss end face girder of described two anchor points, jack is set, and run through described antiarch truss and the tension rod that connects described jack and anchor point is set forms two hoist points.
2. compound beam cable stayed bridge direction across bridge prestress application device as claimed in claim 1, is characterized in that: antiarch truss described in a slice is all installed on every one diaphragm of girder steel described in every a slice, and monolithic beam section is laid three described antiarch truss.
3. 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 that 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 connect described in heteropleural the contact bar of upper and lower chord member and be connected and fixed and form.
4. compound beam cable stayed bridge direction across bridge prestress application device as claimed in claim 1, is characterized in that: described antiarch truss consists of bolted-on by two.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420359806.5U CN203947421U (en) | 2014-06-30 | 2014-06-30 | Compound beam cable stayed bridge direction across bridge prestress application device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420359806.5U CN203947421U (en) | 2014-06-30 | 2014-06-30 | Compound beam cable stayed bridge direction across bridge prestress application device |
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| Publication Number | Publication Date |
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| CN203947421U true CN203947421U (en) | 2014-11-19 |
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| CN201420359806.5U Expired - Fee Related CN203947421U (en) | 2014-06-30 | 2014-06-30 | Compound beam cable stayed bridge direction across bridge prestress application device |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104060542A (en) * | 2014-06-30 | 2014-09-24 | 中交二航局第四工程有限公司 | Transverse bridge direction prestress exerting device for combined beam cable-stayed bridge and transverse bridge direction prestress exerting method |
| CN105839540A (en) * | 2016-04-29 | 2016-08-10 | 贵州桥梁建设集团有限责任公司 | Arrangement method and composition structure for rigid frame bridge zero section non-welded support |
| CN106758827A (en) * | 2016-11-29 | 2017-05-31 | 武汉理工大学 | Chevron shaped prestressed concrete pre-tensioned method Bridge Erector and application method |
| CN109629450A (en) * | 2019-01-29 | 2019-04-16 | 中铁大桥局集团有限公司 | The assembled laterally linear Matching and modification device of steel box girder cantilever, system and method |
| CN111945575A (en) * | 2020-08-19 | 2020-11-17 | 保利长大工程有限公司 | Large-scale bearing platform double-wall sleeve box integral hoisting construction device and construction method |
-
2014
- 2014-06-30 CN CN201420359806.5U patent/CN203947421U/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104060542A (en) * | 2014-06-30 | 2014-09-24 | 中交二航局第四工程有限公司 | Transverse bridge direction prestress exerting device for combined beam cable-stayed bridge and transverse bridge direction prestress exerting method |
| CN104060542B (en) * | 2014-06-30 | 2015-11-25 | 中交二航局第四工程有限公司 | Compound beam cable stayed bridge direction across bridge prestress application device and applying method thereof |
| CN105839540A (en) * | 2016-04-29 | 2016-08-10 | 贵州桥梁建设集团有限责任公司 | Arrangement method and composition structure for rigid frame bridge zero section non-welded support |
| CN106758827A (en) * | 2016-11-29 | 2017-05-31 | 武汉理工大学 | Chevron shaped prestressed concrete pre-tensioned method Bridge Erector and application method |
| CN106758827B (en) * | 2016-11-29 | 2018-08-07 | 武汉理工大学 | Chevron shaped prestressed concrete pre-tensioned method Bridge Erector and application method |
| CN109629450A (en) * | 2019-01-29 | 2019-04-16 | 中铁大桥局集团有限公司 | The assembled laterally linear Matching and modification device of steel box girder cantilever, system and method |
| CN109629450B (en) * | 2019-01-29 | 2024-02-27 | 中铁大桥局集团有限公司 | Device, system and method for adjusting transverse linear matching of cantilever assembly of steel box girder |
| CN111945575A (en) * | 2020-08-19 | 2020-11-17 | 保利长大工程有限公司 | Large-scale bearing platform double-wall sleeve box integral hoisting construction device and construction method |
| CN111945575B (en) * | 2020-08-19 | 2021-09-17 | 保利长大工程有限公司 | Large-scale bearing platform double-wall sleeve box integral hoisting construction device and construction method |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20141119 Termination date: 20170630 |
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| CF01 | Termination of patent right due to non-payment of annual fee |