CN104060542A - Transverse bridge direction prestress exerting device for combined beam cable-stayed bridge and transverse bridge direction prestress exerting method - Google Patents
Transverse bridge direction prestress exerting device for combined beam cable-stayed bridge and transverse bridge direction prestress exerting method Download PDFInfo
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- CN104060542A CN104060542A CN201410309111.0A CN201410309111A CN104060542A CN 104060542 A CN104060542 A CN 104060542A CN 201410309111 A CN201410309111 A CN 201410309111A CN 104060542 A CN104060542 A CN 104060542A
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Abstract
The invention discloses a transverse bridge direction prestress exerting device for a combined beam cable-stayed bridge and a transverse bridge direction prestress exerting method, and belongs to the field of bridge construction. The exerting device comprises a steel beam and a reverse arch girder detachably arranged on the top of a steel beam transverse separation plate, wherein two anchoring points are formed on the steel beam transverse separation plate and the two middle web plates, the outer side of the reverse arch girder is connected and fixed with the outer sides of web plates arranged at the two sides of the steel beam through corbels for forming two support points, and in addition, a jack is arranged on a top surface main beam of the reverse arch girder of the two anchoring points for forming two lifting points. The exerting method comprises the following steps that the reverse force is exerted through lifting a tensioning rod by the jack until the reverse arch exertion is completed; after the wet joint concrete intensity reaches more than 90 percent of the design intensity, the jack returns oil; after the upward jacking force of the reverse arc girder is released, the rebounding and the contraction are realized in the steel beam transverse direction, and the concrete structure is extruded, so the transverse bridge direction pressure stress is generated on a bridge deck. The device and the method provided by the invention belong to a steel concrete combined beam transverse pre-pressure exerting device and a steel concrete combined beam transverse pre-pressure exerting method with the advantages of safety, efficiency and practicability.
Description
Technical field
The invention belongs to field of bridge construction, relate 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 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, in the time of 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, by more the anticorrosive coating damage to girder steel, 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 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 be in the both sides of stretching end, operating personnel need between stretching end, construct for a long time, there is 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, uses electric welding and gas cutting and inevitably can exist in work progress, has 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 a kind of bringing device and applying method thereof of safe, effective, the practical horizontal precompression of steel concrete compound beam.
The object of the invention realizes 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, 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 and is formed 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 the mode that applies antiarch power at beam section top by applying prestressed traditional approach optimal design 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, all lay antiarch truss by the per pass diaphragm to every girder steel, can make the each section direction across bridge of girder steel deformation values consistent after applying antiarch power, thereby the compressive stress that the 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 ensured 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.
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 antiarch truss top lift upwards, the resilience of girder steel direction across bridge is shunk, extruded concrete structure, thus bridge floor is produced to direction across bridge compressive stress.
In such scheme, 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.Reaching design strength until concrete strength, to discharge antiarch truss top lift upwards 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 main scheme of aforementioned the present invention and each further selection scheme thereof can independent assortment to form multiple schemes; be the present invention and can adopt also claimed scheme: as the present invention; each selection can be selected 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: 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.
Brief description of the drawings
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 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.
Detailed description of the invention
Following non-limiting examples is used for illustrating 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 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 and is formed 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 runs through antiarch truss and the tension rod 9 that connects jack 8 and anchor point 4 is set forms two hoist points.As selection, antiarch truss is that a facade is trapezoidal prismatoid, form (left and right two sections connect and compose) as shown in the figure by two by bolted-on, entirety is 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 that connects 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 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 antiarch truss top lift upwards, the resilience of girder steel direction across bridge is shunk, extruded concrete structure, thus bridge floor is produced to direction across bridge compressive stress.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, all any amendments of doing within the spirit and principles in the present invention, be equal to and replace and improvement etc., within all should being included in protection scope of the present invention.
Claims (5)
1. a compound beam cable stayed bridge direction across bridge prestress application device, it is characterized in that: comprise girder steel, and be detachably installed on the antiarch truss at 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 and is formed 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.
5. the applying method of the compound beam cable stayed bridge direction across bridge prestress application device described in arbitrary claim in a claim 1 to 4, it is characterized in that: 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 antiarch truss top lift upwards, the resilience of girder steel direction across bridge is shunk, extruded concrete structure, thus bridge floor is produced to direction across bridge compressive stress.
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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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Cited By (7)
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| CN104389270A (en) * | 2014-11-17 | 2015-03-04 | 中国葛洲坝集团第三工程有限公司 | Construction method for large strip-type corbel |
| CN105421251A (en) * | 2015-11-18 | 2016-03-23 | 同济大学 | Plate-girder jacking support mechanism and plate-girder jacking support 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 |
| CN109537787A (en) * | 2018-12-28 | 2019-03-29 | 上海建工五建集团有限公司 | The big plate inverted camber self-adjusting system of prefabricated PC and its application method |
| 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 |
| CN110241734A (en) * | 2019-06-12 | 2019-09-17 | 湖南城市学院 | A kind of prestressing bend beam applies stress device and its construction method |
| CN116341073A (en) * | 2023-03-25 | 2023-06-27 | 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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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104389270A (en) * | 2014-11-17 | 2015-03-04 | 中国葛洲坝集团第三工程有限公司 | Construction method for large strip-type corbel |
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| 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 |
| CN109537787A (en) * | 2018-12-28 | 2019-03-29 | 上海建工五建集团有限公司 | The big plate inverted camber self-adjusting system of prefabricated PC and its application method |
| 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 |
| CN110241734A (en) * | 2019-06-12 | 2019-09-17 | 湖南城市学院 | A kind of prestressing bend beam applies stress device and its construction method |
| 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 |
| CN116341073A (en) * | 2023-03-25 | 2023-06-27 | 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 |
| 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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| CN104060542B (en) | 2015-11-25 |
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