CN108221636A - In across the steel reinforced concrete composite beam bridge constructed using no mount approach and into bridge method - Google Patents

In across the steel reinforced concrete composite beam bridge constructed using no mount approach and into bridge method Download PDF

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Publication number
CN108221636A
CN108221636A CN201810264286.2A CN201810264286A CN108221636A CN 108221636 A CN108221636 A CN 108221636A CN 201810264286 A CN201810264286 A CN 201810264286A CN 108221636 A CN108221636 A CN 108221636A
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China
Prior art keywords
steel
girder
bridge
end bay
floorings
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CN201810264286.2A
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CN108221636B (en
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何维利
彭亚东
徐德标
苗昀鹏
黄宜
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Beijing General Municipal Engineering Design and Research Institute Co Ltd
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Beijing General Municipal Engineering Design and Research Institute Co Ltd
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A30/00—Adapting or protecting infrastructure or their operation
    • Y02A30/60—Planning or developing urban green infrastructure

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

In across the steel reinforced concrete composite beam bridge constructed using no mount approach, including, across girder and the prefabricated end bay girder with kingpost cantalever waiting with its both ends, including the following steps in prefabricated part into bridge method：The temporary rest pier of frame end bay girder；Frame end bay girder；Seat supports are set under central bearing point crossbeam on bridge pier；Lateral ties between construction end bay girder；Pour into a mould central bearing point crossbeam；It lifts in part across girder；Docking longitudinal seam makes bridge be linked to be entirety in length direction；Setting lateral ties make to be connected as a single entity in the horizontal across girder in part；Wet seam in pouring section between the prefabricated bridge on girder；Remove all end bay temporary rest piers；Steel beam is laid in floorings；Pour cast-in-place floorings；Tensioning floorings prestressed strand；Deck paving of constructing is attached.The present invention certain compression of across span centre floorings deposit in making, to offset the tensile stress that the anchoring of short beam, concrete shrinkage and temperature gradient generate, so as to cancel elongated beam configuration.

Description

In across the steel reinforced concrete composite beam bridge constructed using no mount approach and into bridge method
Technical field
The present invention relates to steel-mixed composite beam bridge fields, and in particular to across the steel reinforced concrete constructed using no mount approach in a kind of Composite beam bridge and into bridge method.
Background technology
Steel conventional at present-mixed combination beam into bridge mode, there are two types of schemes：
Scheme one：Set up each girder steel of temporary rest pier → erection make section and connect integral → construction girder steel lateral ties → Setting construction floorings steel form → cast fulcrum crossbeam and bridge deck concrete → treats that bridge deck concrete reaches design strength Post-stretching external prestressing → tensioning floorings prestressed strand → striking, construction deck paving are attached.
Scheme two：Set up each girder steel of temporary rest pier → erection make section and connect integral → construction girder steel lateral ties → Setting construction floorings steel form → cast fulcrum crossbeam and span centre part bridge deck concrete → treats span centre bridge deck concrete Reach to remove temporary rest pier → cast pier top the decking in the negative moment region → after design strength and treat that pier top bridge deck concrete reaches and set It is attached to count intensity post-stretching external prestressing → tensioning floorings prestressed strand → construction deck paving.
For wherein scheme two compared with the floorings tensile stress smaller that one pier top hogging moment of scheme generates, the floorings needed to configure are short Beam is less, is existing common combinations beam into bridge scheme.
When continuous beam across footpath is larger and deck-molding by limited time, adopt the scheme of above-mentioned prior art two constructions, middle pier pier top is born Bending Moment is larger, and floorings need to configure a large amount of short beams of hogging moment prestressing force to meet specification demand of anti-crack, and a large amount of short beams Anchor force, concrete shrinkage, temperature gradient larger tensile stress can be generated in across span centre floorings in, in order to offset this drawing Stress needs to set elongated top plate beam again, had not only increased cost in this way but also had improved difficulty of construction.
Invention content
It is in order to overcome the above technical defects and insufficient, across the steel constructed using no mount approach during present invention offer is a kind of Mixed composite beam bridge and this into bridge method, across span centre floorings lay in certain compression in making, to offset the anchoring of short beam, mix The tensile stress that solidifying soil is shunk and temperature gradient generates, so as to cancel elongated beam configuration.
The present invention uses following technical solution：
In across the steel reinforced concrete composite beam bridge constructed using no mount approach, including in prefabricated part across girder and with its two It holds the prefabricated end bay girder with kingpost cantalever waiting, direction of traffic is parallel to across girder in the end bay girder and part It is correspondingly arranged at least one set of steel I-beam group, every group of steel I-beam group includes two steel I-beams parallel to each other, this every group Multiple diaphragm plates is set to connect between two steel I-beams；It is integrated and is made across the steel I-beam group top surface of girder in the part Concrete prefabricated floorings；
It is docked by the wide multiple prefabricated parts of setting of bridge across girder and its both ends prefabricated end bay girder waiting, laterally On, below the gap in the adjacent part between the prefabricated bridge of girder, between the steel I-beam top flange Dismountable steel form is set, adjacent two pieces of prefabricated bridges are connected by the wet seam of cast-in-place concrete on the steel form, two The prefabricated bridge laterally outward casting concrete cantilever of head；The steel I-beam between the adjacent end bay girder Steel form one is set between top flange, between the steel I-beam top flange of the end bay girder setting steel form two with it is described Steel form one is connected, and each steel form one is each spliced cast-in-place floorings of end bay girder with two top surface of steel form, The cast-in-place floorings at both ends laterally outward casting concrete cantilever；In each part between girder and each end bay girder Between multiple lateral ties are set between the adjacent steel I-beam group；
On the length direction of bridge, across girder and its both ends prefabricated end bay girder waiting in the prefabricated part Kingpost cantalever end is docked along its length, and each steel I-beam of docking bolts integrally at the abutment joint of end；It is described Across girder in across girder composition in kingpost cantalever end and part；
Lateral central bearing point crossbeam, two end bay masters waiting are symmetrical arranged under the floorings at the kingpost cantalever end at both ends Lateral side fulcrum crossbeam is symmetrical arranged under the floorings of beam end, the abutment joint is between two central bearing point crossbeams； The steel I-beam bottom at the central bearing point crossbeam sets multiple bearings, and the seat supports are on bridge pier, the bridge pier Steel beam is equipped in the floorings of top, the central bearing point crossbeam and side fulcrum crossbeam are the box beam laterally set, the box beam position Between two steel I-beams in the steel I-beam group；The I-steel that the bottom plate of the box beam bottom connects with both ends Lower flange of girder edge welds, perfusion slightly expanded concrete in the box beam；It is set between the box beam of the adjacent end bay girder Multiple lateral ties.
The box beam is distributed laterally side by side, each box beam is set between the steel I-beam group, both ends with it is corresponding The web of two steel I-beams of steel I-beam group is concordant, and adjacent box beam outer wall setting lateral ties connect, Ge Gesuo State box beam inner wall setting diaphragm plate.
The box beam bottom plate and the steel I-beam group place of docking are set as the U-shaped head being made into integration, and the two of the U-shaped head Head docks two steel I-beam lower flanges of the steel I-beam group respectively.
The floorings hammer into downwards WELDING STUDS, connect respectively it is described in across girder steel I-beam, central bearing point crossbeam, side Fulcrum crossbeam, diaphragm plate.
Each steel I-beam web both sides set multiple ribbed stiffeners.
Lateral central bearing point crossbeam is symmetrical arranged under the floorings outer end at the kingpost cantalever end at both ends.
In across the steel reinforced concrete composite beam bridge constructed using no mount approach into bridge method, include the following steps：
1) end bay girder temporary rest pier is set up；
2) end bay girder is set up on the temporary rest pier；
3) multiple bearings are set below the steel I-beam of central bearing point crossbeam position to be placed, the seat supports exist On bridge pier；
4) lateral ties between construction end bay girder, make end bay girder be connected as a single entity in the horizontal；
5) steel form one and steel form two of installation end bay girder floorings bottom to be cast；
6) central bearing point crossbeam is poured into a mould：Microdilatancy coagulation is poured into a mould after diaphragm plate is set in the box beam of central bearing point crossbeam Soil；
7) it after the slightly expanded concrete poured into a mould in central bearing point crossbeam reaches design strength, lifts in part across girder；
8) each seam crossing in longitudinally connected part between girder, end bay girder kingpost cantalever end, docking it is each It bolts and is integrally fixed at the abutment joint of the steel I-beam end；Across master in across girder composition in the kingpost cantalever end and part Beam；Bridge is made to be linked to be entirety in length direction；
9) lateral ties in installation section between the steel I-beam of girder make to be linked as in the horizontal across girder in part One；
10) the wet seam in pouring section between the prefabricated bridge on girder；
11) all end bay temporary rest piers are removed；
12) steel form one and steel form of the steel I-beam group top surface of above bridge pier, described prefabricated end bay girder Steel beam is longitudinally laid on two；
13) the spliced cast-in-place floorings of remaining each end bay girder and the cast-in-place floorings in pier top hogging moment area are poured；
14) treat that the cast-in-place bridge deck concrete of pier top reaches design strength post-stretching floorings prestressed strand；
15) construction deck paving is attached.
The present invention has following positive beneficial effect：
1) three timber-used amounts are reduced, economic results in society are notable；
2) it due to reducing the arrangement of the short beam in pier top hogging moment area and elongated steel beam, not only facilitates construction, shorten work Phase, and to the weakening of concrete slab less, stress it is more reasonable；
3) concrete slab of mid-span part is reduced with girder steel using by the way of factory's synchronous construction, on-site hoisting Contraction in Site amount, and factory pours the steel bed dies of floorings and is recycled turnover and utilizes, and not only reduces interim steel Dosage, and the construction quality of floorings can be greatly improved；
4) present invention dexterously devises girder according to stress needs：Pier top is steel case and concrete beam compound section, Span centre part is then several groups of two steel I-beams and concrete slab compound section.Three timber-used amounts, Er Qiefang are not only saved Girder steel part from now on maintenance, economic results in society are notable.
5) span centre uses erection without scaffolding mode, when span centre is constructed can not traffic under middle bridge cut-off, and for Midspan sag, river The bridge that river etc. is not easy to setting temporary rest pier also has applicability.Therefore the invention referentiability is strong, has stronger society Economic benefit.
Description of the drawings
A~d of Fig. 1 is the construction way figure of the present invention；
Fig. 2 is the three bridge girder construction schematic diagrames of Cheng Qiaohou of the present invention；
Fig. 3 is the A-A positions schematic cross-section of Fig. 2；
Fig. 4 is the B-B positions schematic cross-section of Fig. 2；
Fig. 5 is the C-C positions schematic cross-section of Fig. 2；
Fig. 6 is the D-D positions partial sectional schematic view of Fig. 5；
Fig. 7 bridgees across part end bay bridge floor vertical view in being.
Accompanying drawing number：Across across girder, 112- kingpost cantalevers end, 2- end bay girders are propped up in 3- in girder, 111- parts in 1- Point crossbeam, 4- sides fulcrum crossbeam, 5- bearings, 6- bridge piers, 7- steel I-beam groups, 71- steel I-beams, 8- prefabricated bridges, 9- steel Template, 10- cantilevers, 11- top flanges, 12- lateral ties, 13- box beams, 14- diaphragm plates, 15- WELDING STUDSs, 16- temporary rest piers, The wet seams of 17-, 18- slightly expanded concretes, the cast-in-place floorings of 19-, 20- bottom plates, 21-U forming heads, 22- ribbed stiffeners, 23- steel forms One, 24- steel form two, 25- abutment joints, 26- central bearing point crossbeam center lines.
Specific embodiment
The specific embodiment of the present invention is described further below in conjunction with the accompanying drawings.
Following embodiment is only example of the present invention to clearly illustrate, and not to the limit of embodiments of the present invention It is fixed.For those of ordinary skill in the art, it is various forms of that other can also be made on the basis of the following description Variation changes, and these belong to protection of the spiritual obvious changes or variations drawn of the invention still in the present invention Among range.
The present invention provides in a kind of across the steel reinforced concrete composite beam bridge constructed using no mount approach, the bridge include in part across Girder 111, end bay girder 2, central bearing point crossbeam 3, side fulcrum crossbeam 4 and bridge pier 6.
Across girder 111 by multiple steel I-beams 71 and concrete bridge deck along direction of traffic in end bay girder 2 and part Plate forms, and is connected between steel I-beam 71 and concrete by WELDING STUDS 15, makes the two cooperative bearing.
Across the floorings on two neighboring 71 top of steel I-beam in 111 part of girder in factory and steel I-beam 71 in part It is prefabricated together, and integrally it is transported to on-site hoisting.Cast-in-place wet seam 17 is set to connect between adjacent prefabricated bridge 8.Each girder Cantilever 10 and cast-in-place wet seam 17 are all constructed for cast in situs.Cast-in-place 17 lower section setting steel form 9 of wet seam.
The floorings on 2 top of end bay girder are cast in situs.
Fulcrum crossbeam is box combination beam.Perfusion slightly expanded concrete in fulcrum beam steel case.
It is set together laterally between the adjacent steel I-beam 71 in each girder span centre part, along direction of traffic every 5 meters Contact 12.
One of tabula is set between the adjacent steel I-beam group 7 in each girder span centre part, along direction of traffic every 4 meters Plate 14 strengthens lateral stability.
Embodiment
Referring to Fig. 2~7, it is of the invention in across the steel reinforced concrete composite beam bridge constructed using no mount approach, including prefabricated portion Across girder 111 and the prefabricated end bay girder 2 with kingpost cantalever waiting with its both ends, the end bay girder 2 and portion in point Direction of traffic being parallel to across girder 111 in point and being correspondingly arranged at least one set of steel I-beam group 7, every group of steel I-beam group 7 includes Two steel I-beams 71 parallel to each other set multiple diaphragm plates 14 to connect between every group of two steel I-beams 71；The portion In point manufactured concrete prefabricated floorings 8 are integrated across 7 top surface of steel I-beam group of girder 111；
Referring to Fig. 3~5, set in multiple prefabricated parts across girder 111 and its both ends prefabricated side waiting by bridge is wide It is docked across girder 2, in transverse direction, below the gap in the adjacent part between the prefabricated bridge 8 of girder 111, in institute It states and dismountable steel form 9 is set between 71 top flange 11 of steel I-beam, pass through the wet seam of cast-in-place concrete on the steel form 9 The 17 adjacent two pieces of prefabricated bridges 8 of connection, the prefabricated bridge 8 at both ends laterally outward casting concrete cantilever 10；It is adjacent The end bay girder 2 between 71 top flange 11 of the steel I-beam between set steel form 1, the end bay girder 2 Steel form 2 24 is set to be connected with the steel form 1 between 71 top flange 11 of steel I-beam, each steel form 1 With 2 24 top surface of steel form be each spliced cast-in-place floorings 19 of end bay girder 2, the cast-in-place floorings 19 at both ends Laterally outward casting concrete cantilever 10；In each part it is adjacent between girder 111 and between each end bay girder 2 described in Multiple lateral ties 12 are set between steel I-beam group 7；
It is waiting across girder 111 and its both ends in the prefabricated part on the length direction of bridge referring to Fig. 1 and Fig. 7 The kingpost cantalever end 112 of prefabricated end bay girder 2 is docked along its length, and each steel I-beam 71 of docking is in end pair It is bolted at seam 25 integral；Across girder 1 in girder 111 is formed in the kingpost cantalever end 112 and part；
Referring to Fig. 5, lateral central bearing point crossbeam 3, two is symmetrical arranged under the floorings at the kingpost cantalever end 112 at both ends Lateral side fulcrum crossbeam 4 is symmetrical arranged under the floorings of a 2 end of end bay girder waiting, the abutment joint 25 is described in two Between central bearing point crossbeam 3；71 bottom of the steel I-beam at the central bearing point crossbeam 3 sets multiple bearings 5, the bearing 5 It is supported on bridge pier 6, steel beam is equipped in the 6 top floorings of bridge pier, the central bearing point crossbeam 3 and side fulcrum crossbeam 4 are The box beam 13 laterally set, the box beam 13 are located between two steel I-beams 71 in the steel I-beam group 7；It is described 71 lower flange of the steel I-beam welding that the bottom plate 20 of 13 bottom of box beam connects with both ends, the interior perfusion microdilatancy coagulation of the box beam 13 Soil 18；Multiple lateral ties 12 are set between the box beam 13 of the adjacent end bay girder 2.
Referring to Fig. 5, the box beam 13 is distributed laterally side by side, and each box beam 13 is set between the steel I-beam group 7 It puts, 13 outer wall of the box beam setting horizontal stroke that both ends and the web of two steel I-beams 71 of corresponding steel I-beam group 7 are concordant, adjacent To 12 connection of contact, each 13 inner wall of box beam setting diaphragm plate 14.
Referring to Fig. 6,13 bottom plate 20 of box beam is set as the U-shaped head being made into integration with 7 place of docking of steel I-beam group 21, two 71 lower flanges of steel I-beam of the steel I-beam group 7 are docked at the both ends of the U-shaped head 21 respectively.
The floorings hammer into downwards WELDING STUDS 15, connect respectively it is described in it is horizontal across the steel I-beam 71 of girder 1, central bearing point Beam 3, side fulcrum crossbeam 4, diaphragm plate 14.
Each 71 web both sides of steel I-beam set multiple ribbed stiffeners 22.
Lateral central bearing point crossbeam 3 is symmetrical arranged under the floorings outer end at the kingpost cantalever end 112 at both ends.
By taking 32+63+32 rice three is across steel-mixed combination beam as an example, fulcrum crossbeam is longitudinally 3 meters wide, into following (the construction step of bridge scheme Sequence figure is referring to Fig. 1)：
1) 2 temporary rest pier 16 of end bay girder is set up；
2) end bay girder 2 is set up on the temporary rest pier 16；
3) 71 lower section of the steel I-beam of 3 position of central bearing point crossbeam to be placed sets multiple bearings 5, the bearing 5 It is supported on bridge pier 6；
4) lateral ties 12 between construction end bay girder 2, make end bay girder 2 be connected as a single entity in the horizontal；
5) steel form 1 of 2 floorings bottom to be cast of installation end bay girder and steel form 2 be 24)；
6) cast central bearing point crossbeam 3：In the box beam 13 of central bearing point crossbeam 3 microdilatancy is poured into a mould after setting diaphragm plate 14 Concrete 18；
7) it after the slightly expanded concrete 18 poured into a mould in central bearing point crossbeam 3 reaches design strength, lifts in part across girder 111；
8) each seam crossing in longitudinally connected part between girder 111,2 kingpost cantalever end 112 of end bay girder, docking Each 71 end abutment joint 25 of steel I-beam at bolt and be integrally fixed；In the kingpost cantalever end 112 and part across Across girder 1 in the composition of girder 111；Bridge is made to be linked to be entirety in length direction；
9) lateral ties 12 in installation section between the steel I-beam 71 of girder 111 make across girder 111 to exist in part It is connected as a single entity in transverse direction；
10) the wet seam 17 in pouring section between the prefabricated bridge 8 on girder 111；
11) all end bay temporary rest piers 16 are removed；
12) steel form 1 and steel of 7 top surface of steel I-beam group of above bridge pier 6, described prefabricated end bay girder 2 Steel beam is longitudinally laid in template 2 24；
13) the spliced cast-in-place floorings 19 of remaining each end bay girder 2 and the cast-in-place bridge floor in pier top hogging moment area are poured Plate 19；
14) treat that cast-in-place 19 concrete of floorings of pier top reaches design strength post-stretching floorings prestressed strand；
15) construction deck paving is attached.
7) step " across girder 111 in the lifting part " of this programme the, the step in can making across span centre floorings generate it is certain Transverse compressive stress, this part compression can offset the anchoring of the short beam of subsequent step, concrete shrinkage and temperature gradient and generate Tensile stress, so as to cancel the configuration of elongated beam.
It is identical in load to avoid influence of the prestressed strand arrangement to result of calculation, not before stretch-draw prestressing force Put, compare pier pier top in new departure and existing scheme bridge completion state, at the several key points of span centre floorings and girder steel Stress and mid-span deflection value, see the table below：
Note：Is prestressing tendon is not configured, short-acting is combined as that identical prestressing tendon is configured in upper table bridge completion state.
After bearing capacity requirement and normal operating condition configuration prestressed strand is met by code requirement, into bridge new departure It is as shown in the table with the material utilization amount index of existing scheme：
By table as it can be seen that steel, presstressed reinforcing steel, concrete amount using new departure Cheng Qiao are reduced.

Claims (7)

  1. Across the steel reinforced concrete composite beam bridge constructed using no mount approach in 1., including in prefabricated part across girder (111) and and its The both ends prefabricated end bay girder (2) with kingpost cantalever waiting, which is characterized in that in the end bay girder (2) and part Direction of traffic, which is parallel to, across girder (111) is correspondingly arranged at least one set of steel I-beam group (7), every group of steel I-beam group (7) packet Two steel I-beams (71) parallel to each other are included, multiple diaphragm plates (14) are set between every group of two steel I-beams (71) even It connects；In the part manufactured concrete prefabricated floorings (8) are integrated across steel I-beam group (7) top surface of girder (111)；
    It is docked by the wide multiple prefabricated parts of setting of bridge across girder (111) and its both ends prefabricated end bay girder (2) waiting, In transverse direction, below the gap in the adjacent part between the prefabricated bridge (8) of girder (111), in the I-steel Dismountable steel form (9) between beam (71) top flange (11) is set, passes through the wet seam of cast-in-place concrete on the steel form (9) (17) adjacent two pieces of prefabricated bridges (8) are connected, the prefabricated bridge (8) at both ends laterally outward casting concrete cantilever (10)；Steel form one is set between the steel I-beam (71) top flange (11) between the adjacent end bay girder (2) (23), steel form two (24) and the steel are set between the steel I-beam (71) top flange (11) of the end bay girder (2) Template one (23) is connected, after each steel form one (23) is spliced with steel form two (24) top surface for each end bay girder (2) Cast-in-place floorings (19), the cast-in-place floorings (19) at both ends laterally outward casting concrete cantilever (10)；Each portion Multiple transverse directions are set between the steel I-beam group (7) adjacent between girder (111) and between each end bay girder (2) in point It contacts (12)；
    On the length direction of bridge, across girder (111) and its both ends prefabricated end bay girder waiting in the prefabricated part (2) kingpost cantalever end (112) is docked along its length, and each steel I-beam (71) of docking is in end abutment joint (25) Place's bolt is integral；Across girder (1) in girder (111) is formed in the kingpost cantalever end (112) and part；
    Be symmetrical arranged under the floorings of the kingpost cantalever end (112) at both ends lateral central bearing point crossbeam (3), two treat edge fit Across being symmetrical arranged lateral side fulcrum crossbeam (4) under the floorings of girder (2) end, the abutment joint (25) is in two described Between fulcrum crossbeam (3)；The steel I-beam (71) bottom at the central bearing point crossbeam (3) sets multiple bearings (5), described Bearing (5) is supported on bridge pier (6), is equipped with steel beam, the central bearing point crossbeam (3) and side above the bridge pier (6) in floorings Fulcrum crossbeam (4) is the box beam (13) laterally set, and the box beam (13) is positioned at two inner institutes of the steel I-beam group (7) It states between steel I-beam (71)；Steel I-beam (71) lower flange weldering that the bottom plate (20) of box beam (13) bottom connects with both ends It connects, perfusion slightly expanded concrete (18) in the box beam (13)；Between the box beam (13) of the adjacent end bay girder (2) Multiple lateral ties (12) are set.
  2. 2. across the steel reinforced concrete composite beam bridge constructed using no mount approach in as described in claim 1, which is characterized in that the case Beam (13) is distributed laterally side by side, and each box beam (13) is set between the steel I-beam group (7), both ends and corresponding I-shaped The web of two steel I-beams (71) of girder steel group (7) is concordant, the adjacent box beam (13) outer wall setting lateral ties (12) Connection, each box beam (13) inner wall setting diaphragm plate (14).
  3. 3. across the steel reinforced concrete composite beam bridge constructed using no mount approach in as claimed in claim 1 or 2, which is characterized in that institute It states box beam (13) bottom plate (20) and is set as the U-shaped head (21) being made into integration, the U-shaped with steel I-beam group (7) place of docking Two steel I-beam (71) lower flanges of the steel I-beam group (7) are docked respectively in the both ends of head (21).
  4. 4. across the steel reinforced concrete composite beam bridge constructed using no mount approach in as described in claim 1, which is characterized in that the bridge Panel hammers into downwards WELDING STUDS (15), connect respectively it is described in across girder (1) steel I-beam (71), central bearing point crossbeam (3), side Fulcrum crossbeam (4), diaphragm plate (14).
  5. 5. across the steel reinforced concrete composite beam bridge constructed using no mount approach in as described in claim 1, which is characterized in that Mei Gesuo It states steel I-beam (71) web both sides and multiple ribbed stiffeners (22) is set.
  6. 6. across the steel reinforced concrete composite beam bridge constructed using no mount approach in as described in claim 1, which is characterized in that both ends Lateral central bearing point crossbeam (3) is symmetrical arranged under the floorings outer end of the kingpost cantalever end (112).
  7. Across the steel reinforced concrete composite beam bridge constructed using no mount approach into bridge method in 7., which is characterized in that include the following steps：
    1) end bay girder (2) temporary rest pier (16) is set up；
    2) end bay girder (2) is set up on the temporary rest pier (16)；
    3) multiple bearings (5), the bearing are set below the steel I-beam (71) of central bearing point crossbeam (3) position to be placed (5) it is supported on bridge pier (6)；
    4) lateral ties (12) between construction end bay girder (2), make end bay girder (2) be connected as a single entity in the horizontal；
    5) steel form one (23) and steel form two (24) of end bay girder (2) floorings bottom to be cast are installed；
    6) cast central bearing point crossbeam (3)：Setting diaphragm plate (14) is poured into a mould micro- afterwards in the box beam (13) of central bearing point crossbeam (3) Expansive concrete (18)；
    7) it after the slightly expanded concrete (18) poured into a mould in central bearing point crossbeam (3) reaches design strength, lifts in part across girder (111)；
    8) each seam crossing in longitudinally connected part between girder (111), end bay girder (2) kingpost cantalever end (112), it is right It bolts and is integrally fixed at each steel I-beam (71) the end abutment joint (25) connect；The kingpost cantalever end (112) with Across girder (1) in girder (111) is formed in part；Bridge is made to be linked to be entirety in length direction；
    9) lateral ties (12) in installation section between the steel I-beam (71) of girder (111), make in part across girder (111) it is connected as a single entity in the horizontal；
    10) the wet seam (17) in pouring section between the prefabricated bridge (8) on girder (111)；
    11) all end bay temporary rest piers (16) are removed；
    12) steel form one (23) of steel I-beam group (7) top surface of above bridge pier (6), described prefabricated end bay girder (2) With steel beam is longitudinally laid on steel form two (24)；
    13) the spliced cast-in-place floorings (19) of remaining each end bay girder (2) and the cast-in-place bridge floor in pier top hogging moment area are poured Plate (19)；
    14) treat that the cast-in-place floorings of pier top (19) concrete reaches design strength post-stretching floorings prestressed strand；
    15) construction deck paving is attached.
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109338891A (en) * 2018-11-14 2019-02-15 安徽省交通控股集团有限公司 A kind of cable-stayed bridge PK combined box beam cantilever integral hoisting floorings anti-cracking method
CN112160248A (en) * 2020-09-24 2021-01-01 中国五冶集团有限公司 Combined steel beam and steel formwork laying device and method
CN114182622A (en) * 2021-12-28 2022-03-15 山东省交通规划设计院集团有限公司 Steel-concrete combined continuous beam structure and construction method

Citations (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100615471B1 (en) * 2005-08-23 2006-08-28 우경건설 주식회사 Steel plate girder bridge and it's construction method is using a steel composite horizontal beam
US20110138549A1 (en) * 2009-12-10 2011-06-16 Yidong He Method to Compress Prefabricated Deck Units By Tensioning Supporting Girders
CN102220739A (en) * 2011-04-01 2011-10-19 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
CN102425112A (en) * 2011-09-30 2012-04-25 李勇 Manufacture method for prestress steel-concrete combined bridge
KR101165572B1 (en) * 2011-12-08 2012-07-23 박재현 Middle span plate girder bridge and construction method thereof
CN104153284A (en) * 2014-07-31 2014-11-19 桂林理工大学 Partial filling type steel box concrete continuous composite girder bridge and construction method thereof
CN104264575A (en) * 2014-09-15 2015-01-07 同济大学 Prestressed steel box concrete combination continuous beam bridge structure and construction technology
CN105002816A (en) * 2015-07-29 2015-10-28 广西交通科学研究院 Prefabricated-assembling fish-bellied I-shaped prestress steel-concrete combination continuous beam bridge and construction method
CN106012791A (en) * 2016-07-14 2016-10-12 湖南联智桥隧技术有限公司 Three-span antinode I-shaped beam-transverse wave-three-steel and concrete combined T-shaped continuous beam
CN106284046A (en) * 2016-10-09 2017-01-04 北京市市政工程设计研究总院有限公司 Bridge steel concrete equals curved combination beam manufacture method
CN106400666A (en) * 2016-09-12 2017-02-15 东南大学 Prestressed concrete-corrugated web steel box connecting beam hybrid beam structural system
KR101738577B1 (en) * 2016-10-13 2017-05-23 (주)삼우아이엠씨 Two girder bridge
CN206956519U (en) * 2017-07-17 2018-02-02 山西省交通科学研究院 A kind of steel box girder bridge pave-load layer pre-stress system
CN208121541U (en) * 2018-03-28 2018-11-20 北京市市政工程设计研究总院有限公司 In across the steel reinforced concrete composite beam bridge constructed using no mount approach

Patent Citations (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100615471B1 (en) * 2005-08-23 2006-08-28 우경건설 주식회사 Steel plate girder bridge and it's construction method is using a steel composite horizontal beam
US20110138549A1 (en) * 2009-12-10 2011-06-16 Yidong He Method to Compress Prefabricated Deck Units By Tensioning Supporting Girders
CN102220739A (en) * 2011-04-01 2011-10-19 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
CN102425112A (en) * 2011-09-30 2012-04-25 李勇 Manufacture method for prestress steel-concrete combined bridge
KR101165572B1 (en) * 2011-12-08 2012-07-23 박재현 Middle span plate girder bridge and construction method thereof
CN104153284A (en) * 2014-07-31 2014-11-19 桂林理工大学 Partial filling type steel box concrete continuous composite girder bridge and construction method thereof
CN104264575A (en) * 2014-09-15 2015-01-07 同济大学 Prestressed steel box concrete combination continuous beam bridge structure and construction technology
CN105002816A (en) * 2015-07-29 2015-10-28 广西交通科学研究院 Prefabricated-assembling fish-bellied I-shaped prestress steel-concrete combination continuous beam bridge and construction method
CN106012791A (en) * 2016-07-14 2016-10-12 湖南联智桥隧技术有限公司 Three-span antinode I-shaped beam-transverse wave-three-steel and concrete combined T-shaped continuous beam
CN106400666A (en) * 2016-09-12 2017-02-15 东南大学 Prestressed concrete-corrugated web steel box connecting beam hybrid beam structural system
CN106284046A (en) * 2016-10-09 2017-01-04 北京市市政工程设计研究总院有限公司 Bridge steel concrete equals curved combination beam manufacture method
KR101738577B1 (en) * 2016-10-13 2017-05-23 (주)삼우아이엠씨 Two girder bridge
CN206956519U (en) * 2017-07-17 2018-02-02 山西省交通科学研究院 A kind of steel box girder bridge pave-load layer pre-stress system
CN208121541U (en) * 2018-03-28 2018-11-20 北京市市政工程设计研究总院有限公司 In across the steel reinforced concrete composite beam bridge constructed using no mount approach

Non-Patent Citations (3)

* Cited by examiner, † Cited by third party
Title
姚晓励;: "大跨径钢-混凝土组合曲线梁桥无支架施工技术及应用" *
张先蓉;胡佳安;: "武汉二七长江大桥6×90m钢-混组合连续梁设计" *
殷亮;胡小康;黄浩;: "工字钢-混凝土板组合梁在跨线桥改造中的应用" *

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109338891A (en) * 2018-11-14 2019-02-15 安徽省交通控股集团有限公司 A kind of cable-stayed bridge PK combined box beam cantilever integral hoisting floorings anti-cracking method
CN112160248A (en) * 2020-09-24 2021-01-01 中国五冶集团有限公司 Combined steel beam and steel formwork laying device and method
CN112160248B (en) * 2020-09-24 2021-12-07 中国五冶集团有限公司 Combined steel beam and steel formwork laying device and method
CN114182622A (en) * 2021-12-28 2022-03-15 山东省交通规划设计院集团有限公司 Steel-concrete combined continuous beam structure and construction method

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