CN102518034B - Bidirectional pre-bent multi-steel-girder and concrete bridge deck combined small box girder bridge structure - Google Patents
Bidirectional pre-bent multi-steel-girder and concrete bridge deck combined small box girder bridge structure Download PDFInfo
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- CN102518034B CN102518034B CN201110356903XA CN201110356903A CN102518034B CN 102518034 B CN102518034 B CN 102518034B CN 201110356903X A CN201110356903X A CN 201110356903XA CN 201110356903 A CN201110356903 A CN 201110356903A CN 102518034 B CN102518034 B CN 102518034B
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Abstract
The invention discloses a bidirectional pre-bent multi-steel-girder and concrete bridge deck combined small box girder bridge structure. The prior art cannot well solve the problems of heights of traffic organizations and structures of crossroads, clearance limitation below a bridge, narrow construction sites, short construction period and the like. The structure comprises a concrete bridge deck, a steel structure, shear keys, steel bars, a cable guiding device, an anchorage system, a temporary prestressed cable, a permanent prestressed cable and supporting plates. The opening of the section of a longitudinal steel girder is U-shaped, a transverse partition beam and a longitudinal steel girder web plate are welded vertically; in order to prevent local bending of the longitudinal steel girder and the transverse partition beam, longitudinal and transverse reinforcing ribs are welded on the longitudinal steel girder and a bottom web plate of the transverse partition beam, and the cable guiding device is arranged in the longitudinal steel girder and the bottom web plate; and the cable guiding device is formed by bending a thin steel plate. The structure can be used for bracket-free construction, and does not need to interrupt the traffic; and the integral stress performance of a steel-concrete combined small box girder bridge is improved by adjusting the internal stress of the concrete bridge deck.
Description
Technical field
The invention belongs to technical field of bridge engineering, be specifically related to the little box girder bridge structure of a kind of many beam types of Bidirectional pre-bent girder steel and concrete slab combination.
Background technology
At present, along with the further quickening of Urbanization in China, the problem of blocking up in China city highlights day by day, how to strengthen the urban traffic infrastructure construction, builds the city expressway net and seem particularly important.Draw thus and how to reduce construction to peripheral traffic impact in the construction of carrying out the city expressway net as far as possible, this proposes requirements at the higher level to the project planner, particularly must consider when graded crossing is designed and constructed traffic organization, the structure self of intersection height and the restriction of the headroom under bridge, construction plant is narrow and the problem such as short construction period, it is very scabrous that these problems often rely on traditional concrete structure.Job practices without the little box girder bridge of many beam types of prestressing force freely-supported steel-concrete combination has three kinds: Simply-supported Steel Beams is made support, across establishing on falsework, falsework, is executed in advance suitable counter-force, and these three kinds of methods are solution close traffic and adjust these two critical problems of stress of cast in place concrete plate never simultaneously all.
Summary of the invention
The present invention is directed to the deficiencies in the prior art, a kind of many beam types of Bidirectional pre-bent girder steel of economical and practical, simple in structure, easy construction and the little box girder bridge structure of concrete slab combination are provided.
Technical scheme of the present invention is:
The present invention includes concrete slab, steel work, shear connector, reinforcing bar, dragline device, anchoring system, interim prestressed cable, permanent prestressed cable and supporting plate.
Steel work is by vertical steel girder, diaphragm and the beam lattice system that forms of stiffening rib in length and breadth; Vertical steel girder section opening is U-shaped, diaphragm becomes 90 degree welding with vertical steel girder web plate,, for preventing vertical steel girder and diaphragm generation cripling, weld stiffening rib in length and breadth on web at the bottom of vertical steel girder and diaphragm, and inside arranges the dragline device, and the dragline device is bent and formed by sheet steel pipe; Interim prestressed cable is arranged in vertical steel girder and diaphragm, interim prestressed cable in vertical steel girder parabolically and straight line, and minute up and down is two-layer, and straight line is pressed near vertical steel kingpost baseplate by lower floor, and upper strata is arranged symmetrically with as summit parabolically take vertical steel girder span centre; Permanent prestressed cable only is arranged in diaphragm, and arranges parabolically in diaphragm, and the summit that this parabola is arranged is the span centre place of diaphragm; Permanent prestressed cable is arranged on interim prestressed cable.
Steel work forms bridge construction by shear connector and concrete slab, shear connector in length and breadth to row according to vehicle-mounted, across footpath and bridge fabric width degree, determine by the computational methods of existing standard.
The number of share of stock of the interim prestressed cable in diaphragm and permanent prestressed cable is multiply, and hole count is a plurality of; The number of share of stock of the interim prestressed cable in vertical steel girder is multiply, and hole count is a plurality of (by even numbers is symmetrical, increasing).
Anchoring system adopts steel strand intermediate plate anchor commonly used; Reinforcing bar is distributed in concrete slab; Supporting plate is arranged on the top of steel work, welds shear connector on supporting plate.
Compared with prior art, the invention has the advantages that:
1, can carry out erection without scaffolding, need not suspend traffic, applying interim prestressed cable 7 can avoid in urban interchange, bridge crossing, railway bridge construction as to girder steel, executing in advance the falsework that suitable counter-force is set up, can save support and set up expense, can guarantee thus the unimpeded of in work progress cross way, reduce social cost, thus but accelerating construction progress.
2, adjust the internal stress of concrete slab, when concrete slab build complete reach 28 days intensity after, remove interim prestressed cable, the girder steel downwarp applies precompression to concrete slab, reduces the impact of concrete shrinkage and creep on concrete slab; Can avoid simultaneously after the interim dead load of construction and mobile load removal, the girder steel antiarch, make concrete slab produce tensile stress, and therefore, remove interim prestressed cable 7 and can improve the internal stress of concrete slab, thus the durability of raising concrete slab.
3, improve the holistic resistant behavior of the little box girder bridge of steel reinforced concrete combination, adopt the present invention, apply permanent prestressed cable in the steel diaphragm, can increase the rigidity of steel diaphragm, can increase the interaction between the little case beam of each sheet steel reinforced concrete combination, thereby improve the holistic resistant behavior of the little box girder bridge of combination.
4, improve the vertical steel main cable and girder rigidity of the little box girder bridge of steel reinforced concrete combination, indulge the steel girder before with steel diaphragm and concrete slab, not forming whole stress system at monolithic, rigidity a little less than, by the interim prestressed cable of stretch-draw, can improve vertical steel main cable and girder rigidity, thereby can saving steel, save cost, increase the benefit.
Description of drawings
Fig. 1 is structural plan of the present invention arrangement diagram;
Fig. 2 is steel diaphragm outline inboard profile of the present invention;
Fig. 3 is this steel diaphragm spaning middle section figure;
Fig. 4 is steel diaphragm end points of the present invention place sectional view;
Fig. 5 is steel girder outline inboard profile of the present invention;
Fig. 6 is steel girder spaning middle section figure of the present invention;
Fig. 7 is steel girder end points of the present invention place sectional view;
In figure: 1. concrete slab, 2. steel work, 3. shear connector, 4. reinforcing bar, 5. dragline device, 6. anchoring system, 7. interim prestressed cable, 8. permanent prestressed cable, 9. vertical steel girder, 10. steel diaphragm, 11. stiffening rib, 12. supporting plates in length and breadth.
Concrete implementation step
Further illustrate the present invention below in conjunction with accompanying drawing,
The present invention includes concrete slab 1, steel work 2, shear connector 3, reinforcing bar 4, dragline device 5, anchoring system 6, interim prestressed cable 7, permanent prestressed cable 8 and supporting plate 12.
Interim prestressed cable 7 in diaphragm 10 and the number of share of stock of permanent prestressed cable 8 are multiply, and hole count is a plurality of; The number of share of stock of the interim prestressed cable 7 in vertical steel girder 9 is multiply, and hole count is a plurality of (by even numbers is symmetrical, increasing);
Anchoring system 6 adopts steel strand intermediate plate anchor commonly used; Reinforcing bar 4 is distributed in 1 li of concrete slab; Supporting plate is arranged on the top of steel work, welds shear connector on supporting plate.
Step (1). the vertical girder of steel after segmentation processes in factory, is transported to job site with trailer and carries out the secondary assembly unit.
Step (2). put on interim prestressed cable in the dragline device in the vertical girder of the steel that assembly unit puts in place, set up anchoring system, control stretching force by design more interim prestressed cable stretch-draw is put in place, by loop wheel machine or the Bridge Erector vertical main beam supporting of steel that assembly unit is good, put in place.
Step (3). at a certain distance the steel diaphragm is welded on the vertical girder of steel, and the dragline device is installed within it, then put on respectively interim prestressed cable and permanent prestressed cable in the dragline device of steel diaphragm, set up anchoring system, then control stretching force by design and respectively interim prestressed cable and permanent prestressed cable stretch-draw are put in place.
Step (4). weld shear connector on the supporting plate of the vertical girder of steel and steel diaphragm, then the required temporary supporting system of concreting bridge deck and template system are installed, after temporary supporting system and template system install, the concreting bridge deck.
Step (5). after concrete slab intensity reaches 28 days intensity, remove interim prestress system, then remove temporary supporting system and template system.
As shown in Figure 1, be the vertical girder of steel in the present embodiment and steel diaphragm and arrangement form interior interim prestressed cable 7 and permanent prestressed cable 8.4 altogether of the vertical girders 9 of steel, between them, spacing is 2.277 meters, every wide is 2.41 meters, high for being 30mm, the thick 12-16mm of stiffening rib after 2.23 meters, the thick 20mm of base plate, the thick 20mm of web, supporting plate; 8 altogether of steel diaphragms 10, between them, spacing is 5.4 meters, every wide is 0.47 meter, high for being 20mm, the thick 10-12mm of stiffening rib after 2.23 meters, the thick 16mm of base plate, the thick 16mm of web, supporting plate.
The concrete bridge deck plate thickness of the present embodiment: be that 27cm, other positions are 25cm at the supporting plate place, the weight of temporary supporting system and template system is 1.0kN/m
2, across 40 meters, footpath, bridge is wide is 16.5 meters.
As Fig. 5, Fig. 6 and shown in Figure 7, for the interim prestressed cable 7 of the present embodiment is indulged girder 9 arrangement forms at steel.Its concrete coordinate position: the interim prestressed cable 7 of levels is apart from web 30cm, the interim prestressed cable 7 of lower floor is apart from base plate 30cm, be 10cm at the interim prestressed cable 7 in upper strata, span centre place apart from the interim prestressed cable 7 of lower floor, interim prestressed cable 7 is apart from top board 60cm on the upper strata, end, the spacing of the fixedly stiffening rib 11 of interim prestressed cable 7 dragline devices 5 is 2 meters, when overlapping with the web of steel diaphragm 10, the web of available steel diaphragm 10 replaces fixedly stiffening rib 11, but must assurance fixedly the spacing of stiffening rib 11 less than 2 meters; The size of controlling stretching force is 0.65f
ptk
As shown in Figure 2, Figure 3 and Figure 4, for the interim prestressed cable 7 of the present embodiment and permanent prestressed cable 8 at steel diaphragm 10 arrangement forms.Interim prestressed cable 7 its concrete coordinate positions: interim prestressed cable 7 is interior placed in the middle at steel diaphragm 10, with base plate at a distance of 30cm, the spacing of the fixedly stiffening rib 11 of interim prestressed cable 7 dragline devices 5 is 2 meters, when overlapping with the web of the vertical girder 9 of steel, the web of available steel diaphragm 10 replaces fixedly stiffening rib 11, but must assurance fixedly the spacing of stiffening rib 11 less than 2 meters; The size of controlling stretching force is 0.65f
ptkPermanent prestressed cable 8 its concrete coordinate positions: permanent prestressed cable 8 is 10cm apart from the interim prestressed cable 7 of lower floor at the span centre place, permanent prestressed cable 8 is apart from top board 60cm in end, the spacing of the fixedly stiffening rib 11 of permanent prestressed cable 8 dragline devices 5 is 2 meters, when overlapping with the web of the vertical girder 9 of steel, the web of available steel diaphragm 10 replaces fixedly stiffening rib 11, but must assurance fixedly the spacing of stiffening rib 11 less than 2 meters.
Interim prestressed cable 7 and permanent prestressed cable 8 number of share of stocks of the present embodiment in the vertical girder 9 of steel and steel diaphragm 10 are all 5 strands, in the vertical girder 9 of steel, the hole count of interim prestressed cable 7 is 4 holes, in steel diaphragm 10, the hole count of interim prestressed cable 7 is 1 hole, and in steel diaphragm 10, the hole count of permanent prestressed cable 8 is 1 hole.
Structure of the present invention can be constructed without close traffic, and the also stress distribution of capable of regulating concrete slab improves the durability of concrete slab, also can strengthen the bridge lateral contact simultaneously, improves the integral bridge stress performance, thereby extends bridge application life.
Claims (1)
1. the little box girder bridge structure of many beam types of Bidirectional pre-bent girder steel and concrete slab combination, comprise concrete slab, steel work, shear connector, reinforcing bar, dragline device, anchoring system, interim prestressed cable, permanent prestressed cable and supporting plate, it is characterized in that:
Steel work is by vertical steel girder, diaphragm and the beam lattice system that forms of stiffening rib in length and breadth; Vertical steel girder section opening is U-shaped, diaphragm becomes 90 degree welding with vertical steel girder web plate, for preventing vertical steel girder and diaphragm generation cripling, weld stiffening rib in length and breadth on web at the bottom of vertical steel girder and diaphragm, and at vertical steel girder and diaphragm inside, the dragline device is set, the dragline device is bent and is formed by sheet steel pipe; Interim prestressed cable is arranged in vertical steel girder and diaphragm, interim prestressed cable in vertical steel girder parabolically and straight line, and minute up and down is two-layer, and straight line is pressed near vertical steel kingpost baseplate by lower floor, and upper strata is arranged symmetrically with as summit parabolically take vertical steel girder span centre; Permanent prestressed cable only is arranged in diaphragm, and arranges parabolically in diaphragm, and the summit that this parabola is arranged is the span centre place of diaphragm; Permanent prestressed cable is arranged on interim prestressed cable;
Described steel work forms bridge construction by shear connector and concrete slab, shear connector in length and breadth to row according to vehicle-mounted, across footpath and bridge fabric width degree, determine by the computational methods of existing standard;
The number of share of stock of the interim prestressed cable in described diaphragm and permanent prestressed cable is multiply, and hole count is a plurality of; The number of share of stock of the interim prestressed cable in vertical steel girder is multiply, and hole count is a plurality of;
Described anchoring system adopts steel strand intermediate plate anchor commonly used; Reinforcing bar is distributed in concrete slab; Supporting plate is arranged on the top of steel work, welds shear connector on supporting plate.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201110356903XA CN102518034B (en) | 2011-11-11 | 2011-11-11 | Bidirectional pre-bent multi-steel-girder and concrete bridge deck combined small box girder bridge structure |
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| CN201110356903XA CN102518034B (en) | 2011-11-11 | 2011-11-11 | Bidirectional pre-bent multi-steel-girder and concrete bridge deck combined small box girder bridge structure |
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| CN102518034B true CN102518034B (en) | 2013-11-20 |
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Cited By (2)
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| CN105401513A (en) * | 2015-10-22 | 2016-03-16 | 绍兴文理学院 | Simply supported girder bridge structure formed by combining I-shaped steel girders and hybrid fiber concrete bridge decks |
| WO2023047408A1 (en) * | 2021-09-24 | 2023-03-30 | Pramod Kumar Singh | Composite rcc deck and prestressed parabolic bottom chord underslung open web steel girder bridge superstructure |
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| CN104452569B (en) * | 2014-11-24 | 2016-03-30 | 王汉席 | A kind of Long span prestressed concrete beam bridge cloth Shu Fangfa |
| CN104929034B (en) * | 2015-06-25 | 2017-03-08 | 浙江大学 | A kind of modularization steel reinforced concrete rapid construction small box girder bridge and its construction method |
| CN107227796A (en) * | 2017-06-12 | 2017-10-03 | 河南奥斯派克科技有限公司 | Vertical ties strengthen antinode plate and double-C-shaped steel composite structural member and its manufacture craft |
| CN111501576A (en) * | 2020-05-18 | 2020-08-07 | 湖南交通国际经济工程合作有限公司 | Standardized prefabrication construction method for bridge beam plate and standardized prefabricated beam plate |
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| JPS6343969A (en) * | 1986-08-09 | 1988-02-25 | Aisin Chem Co Ltd | Body sealer |
| JP3603085B2 (en) * | 2001-10-31 | 2004-12-15 | 常磐興産ピーシー株式会社 | Bridge girder construction method |
| JP4039139B2 (en) * | 2002-06-20 | 2008-01-30 | 株式会社Ｉｈｉ | Steel framework structure of steel concrete composite slab |
| KR100554408B1 (en) * | 2003-11-28 | 2006-02-22 | 신성건설 주식회사 | Composite Girder for Bridge and Construction Method |
| CN101333799B (en) * | 2008-07-30 | 2011-02-02 | 北京海博思强桥梁新技术有限公司 | High strength pre-stress FRP porous beam |
| CN102220739B (en) * | 2011-04-01 | 2012-09-26 | 河南省交通规划勘察设计院有限责任公司 | Corrugated steel web prestressed concrete continuous box girder and construction method thereof |
| CN202298438U (en) * | 2011-11-11 | 2012-07-04 | 浙江大学 | Bidirectional pre-bent multi-beam type structure of small steel-concrete box girder bridge |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105401513A (en) * | 2015-10-22 | 2016-03-16 | 绍兴文理学院 | Simply supported girder bridge structure formed by combining I-shaped steel girders and hybrid fiber concrete bridge decks |
| WO2023047408A1 (en) * | 2021-09-24 | 2023-03-30 | Pramod Kumar Singh | Composite rcc deck and prestressed parabolic bottom chord underslung open web steel girder bridge superstructure |
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