CN208121541U - In across the steel reinforced concrete composite beam bridge constructed using no mount approach - Google Patents
In across the steel reinforced concrete composite beam bridge constructed using no mount approach Download PDFInfo
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- CN208121541U CN208121541U CN201820429996.1U CN201820429996U CN208121541U CN 208121541 U CN208121541 U CN 208121541U CN 201820429996 U CN201820429996 U CN 201820429996U CN 208121541 U CN208121541 U CN 208121541U
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Abstract
In across the steel reinforced concrete composite beam bridge constructed using no mount approach, including in prefabricated part across girder and the prefabricated end bay girder with kingpost cantalever waiting with its both ends, end bay girder in part across girder be parallel to direction of traffic be correspondingly arranged it is at least one set of include parallel to each other two steel I-beams connected by diaphragm plate steel I-beam group；Lateral ties are set between adjacent steel I-beam group；Steel I-beam group top surface in part across girder is prefabricated bridge, and the gap between lateral prefabricated bridge is connected by cast-in-place wet seam；It is cast-in-place floorings above end bay girder；Each steel I-beam of bridge length direction docking bolts integrally at the abutment joint of end；Fulcrum below the crossbeam setting seat supports at fulcrum are on bridge pier；Each bridge floor board ends cross out cast-in-place cantilever.The utility model can make in across span centre floorings lay in certain compression, to offset the tensile stress that the anchoring of short beam, concrete shrinkage and temperature gradient generate, to cancel elongated beam configuration.
Description
Technical field
The utility model relates to steel-to mix composite beam bridge field, and in particular to across being constructed using no mount approach in one kind
Steel reinforced concrete composite beam bridge.
Background technique
Steel-conventional at present mix combination beam at bridge mode, there are two types of schemes：
Scheme one：Set up each girder steel of temporary rest pier → erection production section and connect integral → construction girder steel lateral ties →
Setting construction floorings steel form → casting fulcrum crossbeam and bridge deck concrete → to 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 production section and connect integral → construction girder steel lateral ties →
Setting construction floorings steel form → casting fulcrum crossbeam and span centre part bridge deck concrete → to span centre bridge deck concrete
Dismounting temporary rest pier → casting pier top the decking in the negative moment region → reaches to pier top bridge deck concrete and sets after reaching design strength
It is attached to count intensity post-stretching external prestressing → tensioning floorings prestressed strand → construction deck paving.
Wherein scheme two is smaller compared with the floorings tensile stress that one pier top hogging moment of scheme generates, and 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 is by two constructions in limited time, are adopted the scheme of above-mentioned prior art, middle pier pier top is negative
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 biggish tensile stress can be generated in across span centre floorings in, in order to offset this drawing
Stress needs to be arranged elongated top plate beam again, had not only increased cost in this way but also had improved difficulty of construction.
Summary of the invention
In order to overcome the above technical defects and insufficient, the utility model is provided in one kind across using the construction of no mount approach
Steel reinforced concrete composite beam bridge, can make in across span centre floorings lay in certain compression, to offset anchoring, the concrete shrinkage of short beam
The tensile stress generated with temperature gradient, to cancel elongated beam configuration.
The following technical solution is employed for the utility model：
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, is parallel to direction of traffic 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, and this every group
Multiple diaphragm plate connections are set between two steel I-beams；Steel I-beam group top surface in the part across girder, which is integrated, to be made
Concrete prefabricated floorings；
By prefabricated end bay girder docking waiting across girder and its both ends in the wide multiple prefabricated parts of setting of bridge, laterally
On, below the gap in the adjacent part between the prefabricated bridge across 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 and two top surface of steel form are each spliced cast-in-place floorings of end bay girder,
The cast-in-place floorings at both ends laterally outward casting concrete cantilever；Across between girder and each end bay girder in each part
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；
Multiple supports are arranged in the steel I-beam bottom at the central bearing point crossbeam, 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 being laterally arranged, 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
The welding of lower flange of girder edge, the box beam is interior to be perfused slightly expanded concrete；It is arranged 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 arranged 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, adjacent box beam outer wall setting lateral ties connection, 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, are separately connected steel I-beam, central bearing point crossbeam, side in described across girder
Fulcrum crossbeam, diaphragm plate.
Multiple ribbed stiffeners are arranged in each steel I-beam web two sides.
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 at 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 supports 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, are linked together end bay girder horizontally；
5) steel form one and steel form two of end bay girder floorings bottom to be cast are installed；
6) it is poured central bearing point crossbeam：Microdilatancy coagulation is poured after diaphragm plate is set in the box beam of central bearing point crossbeam
Soil；
7) it after the slightly expanded concrete after be poured in central bearing point crossbeam reaches design strength, lifts in part across girder；
8) in longitudinally connected part across each seam crossing 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 set to be linked to be entirety in length direction；
9) lateral ties between the steel I-beam in installation section across girder make horizontally to be linked as in part across girder
One；
10) across the wet seam between the prefabricated bridge on girder in pouring section；
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, the 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) reach design strength post-stretching floorings prestressed strand to the cast-in-place bridge deck concrete of pier top；
15) construction deck paving is attached.
The utility model has following positive beneficial effect：
1) three material dosages are reduced, economic results in society are significant；
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 Yu girder steel of mid-span part are reduced using by the way of factory's synchronous construction, on-site hoisting
Contraction in Site amount, and factory pours the recyclable turnovers of steel bed die of floorings and utilizes, and not only reduces interim steel
Dosage, and the construction quality of floorings can be greatly improved；
4) the utility model dexterously devises girder according to stress needs：Pier top is that steel case is combined with concrete beam
Section, span centre part are then two steel I-beam of several groups and concrete slab compound section.Three material dosages have not only been saved, and
And the maintenance of girder steel part from now on is facilitated, economic results in society are significant.
5) span centre uses erection without scaffolding mode, when span centre is constructed can not in traffic under 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 utility model referentiability is strong, has stronger
Economic results in society.
Detailed description of the invention
A~d of Fig. 1 is the construction way figure of the utility model；
Fig. 2 is the three bridge girder construction schematic diagrames of the utility model Cheng Qiaohou；
Fig. 3 is the position the A-A schematic cross-section of Fig. 2；
Fig. 4 is the position the B-B schematic cross-section of Fig. 2；
Fig. 5 is the position the C-C schematic cross-section of Fig. 2；
Fig. 6 is the position the D-D partial sectional schematic view of Fig. 5；
Fig. 7 bridgees across part end bay bridge floor top view in being.
Accompanying drawing number：Across girder in 1-, across girder in the part 111-, 112- kingpost cantalever end, 2- end bay girder is propped up in 3-
Point crossbeam, the side 4- fulcrum crossbeam, 5- support, 6- bridge pier, 7- steel I-beam group, 71- steel I-beam, 8- prefabricated bridge, 9- steel
Template, 10- cantilever, the top flange 11-, 12- lateral ties, 13- box beam, 14- diaphragm plate, 15- WELDING STUDS, 16- temporary rest pier,
The wet seam of 17-, 18- slightly expanded concrete, the cast-in-place floorings of 19-, 20- bottom plate, 21-U forming head, 22- ribbed stiffener, 23- steel form
One, 24- steel form two, 25- abutment joint, 26- central bearing point crossbeam middle line.
Specific embodiment
Specific embodiments of the utility model will be further explained with reference to the accompanying drawing.
Following embodiment is only examples for clearly illustrating the present invention to clearly illustrate, and the implementation not to the utility model
The restriction of mode.For those of ordinary skill in the art, other can also be made not on the basis of the following description
With the variation or variation of form, and these belong to obvious changes or variations that the spirit of the present invention is drawn still in
Among the protection scope of the utility model.
The utility model is provided across the steel reinforced concrete composite beam bridge constructed using no mount approach in one kind, which includes part
In 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
Board group between steel I-beam 71 and concrete at being connected by WELDING STUDS 15, both make cooperative bearing.
Floorings across two neighboring 71 top of steel I-beam in 111 part of girder in part are in factory and steel I-beam 71
It is prefabricated together, and integrally it is transported to on-site hoisting.Cast-in-place wet seam 17 is arranged between adjacent prefabricated bridge 8 to connect.Each girder
Cantilever 10 and cast-in-place wet seam 17 are all constructed for cast in situs.Steel form 9 is set below cast-in-place wet seam 17.
The floorings on 2 top of end bay girder are cast in situs.
Fulcrum crossbeam is box combination beam.Slightly expanded concrete is perfused in fulcrum beam steel case.
It is arranged together laterally between the adjacent steel I-beam 71 in each girder span centre part, along direction of traffic every 5 meters
Connection 12.
Every 4 meters of settings, one of tabula between the adjacent steel I-beam group 7 in each girder span centre part, along direction of traffic
Plate 14 reinforces lateral stability.
Embodiment
Referring to fig. 2~7, in the utility model across the steel reinforced concrete composite beam bridge constructed using no mount approach, including it is prefabricated
Part in across girder 111 and the prefabricated end bay girder 2 with kingpost cantalever waiting with its both ends, the end bay girder 2
At least one set of steel I-beam group 7, every group of steel I-beam group 7 are correspondingly arranged with direction of traffic is parallel to across girder 111 in part
Including two steel I-beams 71 parallel to each other, multiple diaphragm plates 14 are set between every group of two steel I-beams 71 and are connected；Institute
It states 7 top surface of steel I-beam group in part across girder 111 and is integrated manufactured concrete prefabricated floorings 8；
Referring to Fig. 3~5, by prefabricated side waiting across girder 111 and its both ends in the wide multiple prefabricated parts of setting of bridge
It is docked across girder 2, in transverse direction, below the gap between the prefabricated bridge 8 in the adjacent part across 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 be arranged steel form 1, the end bay girder 2
Steel form 2 24 is arranged between 71 top flange 11 of steel I-beam to be connected with the steel form 1, each steel form 1
It is each spliced cast-in-place floorings 19 of end bay girder 2, the cast-in-place floorings 19 at both ends with 2 24 top surface of steel form
Laterally outward casting concrete cantilever 10；Across described in adjacent between girder 111 and between each end bay girder 2 in each part
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；The kingpost cantalever end 112 in part across girder 111 constitute in across girder 1；
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
It is symmetrical arranged lateral side fulcrum crossbeam 4 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；Multiple supports 5, the support 5 is arranged in 71 bottom of the steel I-beam at the central bearing point crossbeam 3
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 being laterally arranged, 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 box beam 13 is interior to be perfused microdilatancy coagulation
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 sets, 13 outer wall of the box beam setting cross that both ends and the web of two steel I-beams 71 of corresponding steel I-beam group 7 are concordant, adjacent
To the connection of connection 12, each 13 inner wall of box beam, diaphragm plate 14 is set.
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, and steel I-beam 71, the central bearing point being separately connected in described across girder 1 are horizontal
Beam 3, side fulcrum crossbeam 4, diaphragm plate 14.
Multiple ribbed stiffeners 22 are arranged in each 71 web two sides of the steel I-beam.
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 mixes combination beam across steel-as an example, fulcrum crossbeam is longitudinally 3 meters wide, at 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) multiple supports 5, the support 5 are set below the steel I-beam 71 of 3 position of central bearing point crossbeam to be placed
It is supported on bridge pier 6；
4) lateral ties 12 between construction end bay girder 2, are linked together end bay girder 2 horizontally；
5) steel form 1 and steel form 2 for installing the floorings bottom to be cast of end bay girder 2 are 24)；
6) it is poured central bearing point crossbeam 3：Microdilatancy is poured after diaphragm plate 14 is set in the box beam 13 of central bearing point crossbeam 3
Concrete 18；
7) it after the slightly expanded concrete 18 after be poured in central bearing point crossbeam 3 reaches design strength, lifts in part across girder
111；
8) across each seam crossing between girder 111,2 kingpost cantalever end 112 of end bay girder, docking in longitudinally connected part
Each 71 end abutment joint 25 of steel I-beam at bolt and be integrally fixed；The kingpost cantalever end 112 in part across
Across girder 1 in the composition of girder 111；Bridge is set to be linked to be entirety in length direction；
9) lateral ties 12 between the steel I-beam 71 in installation section across girder 111 make to exist in part across girder 111
It is linked together in transverse direction；
10) across the wet seam 17 between the prefabricated bridge 8 on girder 111 in pouring section；
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, the 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) reach design strength post-stretching floorings prestressed strand to cast-in-place 19 concrete of floorings of pier top；
15) construction deck paving is attached.
7) step " across girder 111 in the lifting part " of this programme the, the step can make in 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, to cancel the configuration of elongated beam.
It is identical in load to avoid influence of the prestressed strand arrangement to calculated result, not before stretch-draw prestressing force
Put, compare pier pier top in new departure and existing scheme bridge completion state, in across floorings at the several key points of span centre and girder steel
Stress and mid-span deflection value, see the table below：
Note：Upper table bridge completion state be do not configure prestressing tendon, short-acting group be combined into the identical prestressing tendon of configuration.
After meeting bearing capacity requirement and normal operating condition configuration prestressed strand by code requirement, at bridge new departure
With the material utilization amount index of existing scheme, as shown in the table：
By table as it can be seen that steel, presstressed reinforcing steel, concrete amount using new departure Cheng Qiao are reduced.
Claims (6)
- 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；Steel I-beam group (7) top surface in the part across girder (111) is integrated manufactured concrete prefabricated floorings (8)；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 between the prefabricated bridge (8) in the adjacent part across girder (111), in the I-steel It is arranged between beam (71) top flange (11) dismountable steel form (9), 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) linking, each steel form one (23) and steel form two (24) top surface are after each end bay girder (2) is spliced Cast-in-place floorings (19), the cast-in-place floorings (19) at both ends laterally outward casting concrete cantilever (10)；Each portion Across multiple transverse directions are arranged 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；In the kingpost cantalever end (112) and part across girder (111) constitute in across girder (1)；It is symmetrical arranged that lateral central bearing point crossbeam (3), two to edge fit under the floorings of the kingpost cantalever end (112) at both ends Lateral side fulcrum crossbeam (4) is symmetrical arranged under floorings across girder (2) end, during the abutment joint (25) is described at two Between fulcrum crossbeam (3)；Multiple supports (5) are arranged in the steel I-beam (71) bottom at the central bearing point crossbeam (3), described Support (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) being laterally arranged, and the box beam (13) is located at two inner institutes of the steel I-beam group (7) It states between steel I-beam (71)；Steel I-beam (71) the lower flange weldering that the bottom plate (20) of box beam (13) bottom connects with both ends It connects, slightly expanded concrete (18) is perfused in the box beam (13)；Between the box beam (13) of the adjacent end bay girder (2) Multiple lateral ties (12) are set.
- 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 arranged 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, and lateral ties (12) are arranged in the adjacent box beam (13) outer wall Connection, each box beam (13) inner wall setting diaphragm plate (14).
- 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. 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), is separately connected steel I-beam (71), central bearing point crossbeam (3), side across girder (1) in described Fulcrum crossbeam (4), diaphragm plate (14).
- 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 two sides and multiple ribbed stiffeners (22) is set.
- 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).
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|---|---|---|---|
| CN201820429996.1U CN208121541U (en) | 2018-03-28 | 2018-03-28 | In across the steel reinforced concrete composite beam bridge constructed using no mount approach |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201820429996.1U CN208121541U (en) | 2018-03-28 | 2018-03-28 | In across the steel reinforced concrete composite beam bridge constructed using no mount approach |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108221636A (en) * | 2018-03-28 | 2018-06-29 | 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 and into bridge method |
| CN111622112A (en) * | 2020-05-06 | 2020-09-04 | 中交二公局第二工程有限公司 | Support-free construction method for cast-in-place bridge deck of reinforced concrete composite beam concrete |
| CN113265947A (en) * | 2021-04-25 | 2021-08-17 | 中铁重工有限公司 | Construction method for assembling large-span inhaul cable-free variable-cross-section steel box girder bridge cantilever |
| CN115182228A (en) * | 2022-07-22 | 2022-10-14 | 中铁二院工程集团有限责任公司 | Steel-concrete composite beam structure |
-
2018
- 2018-03-28 CN CN201820429996.1U patent/CN208121541U/en not_active Withdrawn - After Issue
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108221636A (en) * | 2018-03-28 | 2018-06-29 | 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 and into bridge method |
| CN111622112A (en) * | 2020-05-06 | 2020-09-04 | 中交二公局第二工程有限公司 | Support-free construction method for cast-in-place bridge deck of reinforced concrete composite beam concrete |
| CN113265947A (en) * | 2021-04-25 | 2021-08-17 | 中铁重工有限公司 | Construction method for assembling large-span inhaul cable-free variable-cross-section steel box girder bridge cantilever |
| CN113265947B (en) * | 2021-04-25 | 2022-07-12 | 中铁重工有限公司 | Construction method for assembling large-span inhaul cable-free variable-cross-section steel box girder bridge cantilever |
| CN115182228A (en) * | 2022-07-22 | 2022-10-14 | 中铁二院工程集团有限责任公司 | Steel-concrete composite beam structure |
| CN115182228B (en) * | 2022-07-22 | 2024-05-14 | 中铁二院工程集团有限责任公司 | Steel-concrete composite beam structure |
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