CN102518034A - 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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- CN102518034A CN102518034A CN201110356903XA CN201110356903A CN102518034A CN 102518034 A CN102518034 A CN 102518034A CN 201110356903X A CN201110356903X A CN 201110356903XA CN 201110356903 A CN201110356903 A CN 201110356903A CN 102518034 A CN102518034 A CN 102518034A
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- prestressed cable
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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 two-way many beam types of pre-bending 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, makes up the city expressway net and seem particularly important.Draw thus and in the construction of carrying out the city expressway net, how to reduce construction as far as possible peripheral traffic impact; This proposes requirements at the higher level to the project planner; Particularly when graded crossing is designed and constructed, must consider traffic organization, the structure self of intersection height and the clearance limited under the bridge, the construction plant is narrow and problem such as short construction period, it is to be difficult to solve that these problems often rely on the traditional concrete structure.The job practices that no many beam types of prestressing force freely-supported steel-concrete makes up little box girder bridge has three kinds: Simply-supported Steel Beams makes support, establish between striding and execute suitable counter-force on falsework, the falsework in advance, and these three kinds of methods all can not be separated never these two critical problems of stress of close traffic and adjustment cast in place concrete plate simultaneously.
Summary of the invention
The present invention is directed to the deficiency of prior art, a kind of two-way many beam types of the pre-bending 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 constitutes of stiffening rib in length and breadth; Vertical steel girder section opening is the U type; Diaphragm becomes 90 degree welding with vertical steel girder web, for preventing vertical steel girder and diaphragm generation cripling, weld stiffening rib in length and breadth on the web at the bottom of vertical steel girder and the diaphragm; And set inside dragline device, dragline device are bent by sheet steel pipe and form; Interim prestressed cable is arranged in vertical steel girder and the diaphragm; Interim prestressed cable in vertical steel girder parabolically and straight line; And two-layer about dividing, the upper strata is to press straight line near vertical steel kingpost baseplate, and lower floor is a summit symmetric arrangement parabolically with vertical steel girder span centre; Permanent prestressed cable only is arranged in the diaphragm, and in diaphragm, arranges parabolically, and the summit that this parabola is arranged is the span centre place of diaphragm; Permanent prestressed cable is arranged on the interim prestressed cable.
Steel work is formed bridge construction through shear connector and concrete slab, and the vertical several certificates of transverse row of shear connector are vehicle-mounted, stride footpath and bridge fabric width degree, and are definite through the computational methods of existing standard.
Interim prestressed cable in the diaphragm is a multiply with the number of share of stock of permanent prestressed cable, hole count be one to a plurality of; The number of share of stock of the interim prestressed cable in the vertical steel girder is a multiply, and hole count is two to more (increasing by the even numbers symmetry).
Anchoring system adopts steel strand intermediate plate anchor commonly used; Reinforcing bar is distributed in the concrete slab; Supporting plate is arranged on steel work.
Compared with prior art, the invention has the advantages that:
1, can carry out erection without scaffolding; Need not suspend traffic; Apply interim prestressed cable 7 and can avoid in urban interchange, bridge crossing, railway bridge construction can practicing thrift support and setting up expense, can guarantee the unimpeded of in work progress cross way thus for executing the falsework that suitable counter-force is set up in advance to girder steel; Reduce social cost, thus but accelerating construction progress.
2, the internal stress of adjustment concrete slab, when concrete slab build finish reach 28 days intensity after, remove interim prestressed cable, the girder steel downwarp applies precompression to concrete slab, reduces the influence of concrete shrinkage and creep to concrete slab; Can avoid simultaneously behind interim dead load of construction and mobile load removal, the girder steel antiarch makes concrete slab produce tensile stress, therefore, removes the internal stress that interim prestressed cable 7 can improve concrete slab, thereby improves the durability of concrete slab.
3, improve the holistic resistant behavior that steel reinforced concrete makes up little box girder bridge; Adopt the present invention, in the steel diaphragm, apply permanent prestressed cable, can increase the rigidity of steel diaphragm; Can increase each sheet steel reinforced concrete and make up the interaction between little case beam, thereby improve the holistic resistant behavior that makes up little box girder bridge.
4, improve the vertical steel main cable and girder rigidity that steel reinforced concrete makes up little box girder bridge; At the vertical steel girder of monolithic before not forming whole stress system with steel diaphragm and concrete slab, rigidity a little less than, through the interim prestressed cable of stretch-draw; Can improve vertical steel main cable and girder rigidity; Thereby can practice thrift steel, practice thrift cost, increase the benefit.
Description of drawings
Fig. 1 is a structural plan of the present invention arrangement diagram;
Fig. 2 is a steel diaphragm outline inboard profile of the present invention;
Fig. 3 is this steel diaphragm spaning middle section figure;
Fig. 4 is a steel diaphragm end points of the present invention place sectional view;
Fig. 5 is a 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 a steel girder end points of the present invention place sectional view;
Among the 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.
The specific embodiment
Further specify 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 the diaphragm 10 is a multiply with the number of share of stock of permanent prestressed cable 8, hole count be one to a plurality of; The number of share of stock of the interim prestressed cable 7 in the vertical steel girder 9 is a multiply, and hole count is two to more (increasing by the even numbers symmetry);
Anchoring system 6 adopts steel strand intermediate plate anchor commonly used; Reinforcing bar 4 is distributed in 1 li of concrete slab; Supporting plate 12 is arranged on steel work 2.
Step (1). the vertical girder of steel is transported to the job site with trailer and carries out the secondary assembly unit after segmentation processes in factory.
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, by design control stretching force interim prestressed cable stretch-draw is put in place again, put in place through loop wheel machine or the bridge formation machine vertical main beam supporting of steel that assembly unit is good.
Step (3). by a determining deviation steel diaphragm is welded on the vertical girder of steel; And the dragline device is installed within it; In the dragline device of steel diaphragm, put on interim prestressed cable and permanent prestressed cable then respectively; Set up anchoring system, respectively interim prestressed cable and permanent prestressed cable stretch-draw are put in place by design control stretching force again.
Step (4). on the supporting plate of vertical girder of steel and steel diaphragm, weld shear connector, required temporary supporting system of concreting bridge deck and template system are installed then, after temporary supporting system and template system install, the concreting bridge deck.
Step (5). after treating that concrete slab intensity reaches 28 days intensity, remove interim prestress system, remove temporary supporting system and template system again.
As shown in Figure 1, be arrangement form vertical girder of steel in the present embodiment and steel diaphragm and interior interim prestressed cable 7 and permanent prestressed cable 8.4 altogether of the vertical girders 9 of steel, spacing is 2.277 meters between them, every is wide is 2.41 meters, high for being 2.23 meters, base plate thick 20
Mm, web thick 20
Mm, behind the supporting plate 30
Mm, the thick 12-16 of stiffening rib
Mm8 altogether of steel diaphragms 10, spacing is 5.4 meters between them, every is wide is 0.47 meter, high for being 2.23 meters, base plate thick 16
Mm, web thick 16
Mm, behind the supporting plate 20
Mm, the thick 10-12 of stiffening rib
Mm
The concrete bridge deck plate thickness of present embodiment: at the supporting plate place is 27
Cm, other positions are 25
Cm, the weight of temporary supporting system and template system is 1.0
KN/
m 2 , stride 40 meters in footpath, bridge is wide to be 16.5 meters.
Like Fig. 5, Fig. 6 and shown in Figure 7, for the interim prestressed cable 7 of 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 30
Cm, the interim prestressed cable 7 of lower floor is apart from base plate 30
Cm, interim prestressed cable 7 is 10 apart from the interim prestressed cable 7 of lower floor on upper strata, span centre place
CmInterim 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, the web of available steel diaphragm 10 replaces fixedly stiffening rib 11 with the web of steel diaphragm 10, but must assurance fixedly the spacing of stiffening rib 11 less than 2 meters; The size of control stretching force is 0.65
f Ptk
Like Fig. 2, Fig. 3 and shown in Figure 4, for the interim prestressed cable of present embodiment 7 and permanent prestressed cable 8 at steel diaphragm 10 arrangement forms.Interim prestressed cable 7 its concrete coordinate positions: interim prestressed cable 7 is placed in the middle steel diaphragm 10 in, with base plate apart 30
Cm, the spacing of the fixedly stiffening rib 11 of interim prestressed cable 7 dragline devices 5 is 2 meters, when overlapping, the web of available steel diaphragm 10 replaces fixedly stiffening rib 11 with the web of the vertical girder 9 of steel, but must assurance fixedly the spacing of stiffening rib 11 less than 2 meters; The size of control stretching force is 0.65
f Ptk Permanent prestressed cable 8 its concrete coordinate positions: permanent prestressed cable 8 is 10 apart from the interim prestressed cable 7 of lower floor at the span centre place
CmPermanent prestressed cable 8 is apart from top board 60cm in the end, and the spacing of the fixedly stiffening rib 11 of permanent prestressed cable 8 dragline devices 5 is 2 meters, with the web of the vertical girder 9 of steel when overlapping; 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 interim prestressed cable 7 of present embodiment in vertical girder 9 of steel and steel diaphragm 10 all is 5 strands with permanent prestressed cable 8 number of share of stocks; The hole count of interim prestressed cable 7 is 4 holes in the vertical girder 9 of steel; The hole count of interim prestressed cable 7 is 1 hole in the steel diaphragm 10, and the hole count of permanent prestressed cable 8 is 1 hole in the steel diaphragm 10.
Structure of the present invention can be constructed without close traffic, also can adjust the stress distribution of concrete slab, improves the durability of concrete slab, also can strengthen the bridge lateral contact simultaneously, improves the integral bridge stress performance, thereby prolongs bridge application life.
Claims (1)
1. the little box girder bridge structure of two-way many beam types of pre-bending girder steel and concrete slab combination comprises 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 constitutes of stiffening rib in length and breadth; Vertical steel girder section opening is the U type; Diaphragm becomes 90 degree welding with vertical steel girder web, for preventing vertical steel girder and diaphragm generation cripling, weld stiffening rib in length and breadth on the web at the bottom of vertical steel girder and the diaphragm; And set inside dragline device, dragline device are bent by sheet steel pipe and form; Interim prestressed cable is arranged in vertical steel girder and the diaphragm; Interim prestressed cable in vertical steel girder parabolically and straight line; And two-layer about dividing, the upper strata is to press straight line near vertical steel kingpost baseplate, and lower floor is a summit symmetric arrangement parabolically with vertical steel girder span centre; Permanent prestressed cable only is arranged in the diaphragm, and in diaphragm, arranges parabolically, and the summit that this parabola is arranged is the span centre place of diaphragm; Permanent prestressed cable is arranged on the interim prestressed cable;
Described steel work is formed bridge construction through shear connector and concrete slab, and the vertical several certificates of transverse row of shear connector are vehicle-mounted, stride footpath and bridge fabric width degree, and are definite through the computational methods of existing standard;
Interim prestressed cable in the described diaphragm is a multiply with the number of share of stock of permanent prestressed cable, hole count be one to a plurality of; The number of share of stock of the interim prestressed cable in the vertical steel girder is a multiply, and hole count is two to more;
Described anchoring system adopts steel strand intermediate plate anchor commonly used; Reinforcing bar is distributed in the concrete slab; Supporting plate is arranged on steel work.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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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| CN102518034A true CN102518034A (en) | 2012-06-27 |
| CN102518034B CN102518034B (en) | 2013-11-20 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104452569A (en) * | 2014-11-24 | 2015-03-25 | 王汉席 | Large-span prestressed concrete girder bridge cable arrangement method |
| CN104929034A (en) * | 2015-06-25 | 2015-09-23 | 浙江大学 | Small modularized steel-concrete rapid-construction box girder bridge and construction method thereof |
| 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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| 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 |
| JP2024507436A (en) * | 2021-09-24 | 2024-02-20 | クマール シン，プラモッド | Composite RCC deck and prestressed parabolic lower chord suspended open web steel girder bridge superstructure |
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Patent Citations (7)
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104452569A (en) * | 2014-11-24 | 2015-03-25 | 王汉席 | Large-span prestressed concrete girder bridge cable arrangement method |
| CN104452569B (en) * | 2014-11-24 | 2016-03-30 | 王汉席 | A kind of Long span prestressed concrete beam bridge cloth Shu Fangfa |
| CN104929034A (en) * | 2015-06-25 | 2015-09-23 | 浙江大学 | Small modularized steel-concrete rapid-construction box girder bridge and construction method thereof |
| 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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| Publication number | Publication date |
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| CN102518034B (en) | 2013-11-20 |
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