CN112813801A - Steel-concrete combined section structure of large-span hybrid combination beam of high-speed railway - Google Patents
Steel-concrete combined section structure of large-span hybrid combination beam of high-speed railway Download PDFInfo
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- CN112813801A CN112813801A CN202110274134.2A CN202110274134A CN112813801A CN 112813801 A CN112813801 A CN 112813801A CN 202110274134 A CN202110274134 A CN 202110274134A CN 112813801 A CN112813801 A CN 112813801A
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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
- E01D19/00—Structural or constructional details of bridges
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
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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
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
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Abstract
The invention discloses a steel-concrete combined section structure of a large-span hybrid combined beam of a high-speed railway, which comprises an open steel box beam, a concrete bridge deck and a concrete box beam, wherein a steel beam bottom plate free end at the bottom of the open steel box beam forms a steel beam tuyere plate, the steel beam bottom plate and the steel beam tuyere plate are externally coated with the concrete box beam, and a steel beam middle web plate and a steel beam side web plate of the open steel box beam are embedded into the concrete box beam to realize the combination of the open steel box beam and the concrete box beam. Concrete is poured on the top plate, the bottom plate and the web plate on the side of the front bearing plate side across concrete beam, concrete is poured on the top plate and the bottom plate between the front bearing plate and the rear bearing plate, concrete is poured on only the top plate on the side of the rear bearing plate across the combination beam, and a heightening transition stiffening rib is arranged on the combination beam. Through the graded transition and the thickness change of the concrete of the top plate, the bottom plate and the web plate, the smooth transition of the rigidity of the concrete beam and the combination beam is realized, and the high-speed railway large-span hybrid combination beam with high requirements on the driving smoothness is particularly suitable for high-speed railways.
Description
Technical Field
The invention belongs to the technical field of bridge engineering, and particularly relates to a steel-concrete combined section structure of a large-span hybrid combined beam of a high-speed railway.
Background
The steel-concrete combined section realizes the reliable connection of the steel beam and the concrete beam and keeps the integral stress and the coordinated deformation of the main beam. The joint section transfers the large stress of the steel beam to the concrete beam evenly and smoothly in a pressure bearing mode through the pressure bearing plate or in a shear bearing mode through the connecting piece. The joint section generally comprises a steel beam transition area, a steel-concrete joint area and a concrete beam transition area, and the reasonable and coordinated structure of the three parts has an important influence on the function of the joint section. Along with the increase of the span of the bridge, the internal force of the steel-concrete combined section is increased and the stress is more complex; the steel-concrete combined section is used as a connecting point of different materials of the main beam, the structural section and the gravity center are different, so that the combined section has larger rigidity mutation, the driving smoothness of the high-speed railway is influenced, force transmission at the combined section is not smooth, and the stress concentration of a component is easily caused.
The hybrid composite beam cable-stayed bridge adopts the structural form of a side span concrete beam and a mid span steel-concrete composite beam, fully exerts the advantages of different materials, and has the advantages of light dead weight, large spanning capability and good economical efficiency. The side span adopts a concrete beam to play a role in weight, so that the integral vertical rigidity can be improved, and the corner of the beam end is improved; the midspan adopts the steel-concrete combination beam, and the concrete beam decking forms wholly through shear force key-type connection between the steel box girder, compares with midspan steel box girder, and structural rigidity obtains improving, can effectively improve the axle dynamic behavior and the wind resistance of structure to reduce the steel volume for structure, the economic nature is better.
The high-speed railway puts forward high requirements on structural rigidity, driving smoothness and the like, and the hybrid combination beam cable-stayed bridge is applied to the high-speed railway large-span bridge. Aiming at the novel bridge type, a reasonable and feasible joint section construction form needs to be provided so as to be suitable for the large-span hybrid combination beam of the high-speed railway.
Disclosure of Invention
The invention is provided for solving the problems in the prior art, and aims to provide a steel-concrete combined section structure of a large-span hybrid combined beam of a high-speed railway.
The technical scheme of the invention is as follows: the utility model provides a steel-concrete joint section structure of high-speed railway large-span hybrid bond beam, includes opening steel box girder, concrete bridge panel and concrete box girder, the girder steel bottom plate free end of opening steel box girder bottom forms the girder steel tuyere board, girder steel bottom plate, girder steel tuyere board outsourcing concrete box girder, web and girder steel limit web bury the concrete box girder in the girder steel of opening steel box girder, realize the combination of opening steel box girder, concrete box girder.
Furthermore, a steel beam top plate is arranged at the top of the steel beam middle web plate and the top of the steel beam side web plate.
Furthermore, the concrete bridge deck is combined with the open steel box girder to form a combined beam.
Furthermore, a combination beam transition area, a steel-concrete combination area and a concrete beam transition area are formed between the combination beam and the concrete box beam.
Furthermore, a front bearing plate and a rear bearing plate are arranged in the opening steel box girder, and the front bearing plate and the rear bearing plate anchor longitudinal prestressed steel bundles in the steel-concrete combination area.
Furthermore, preceding bearing plate is the interface of combining section concrete web and girder steel web, and boundary aligns in preceding bearing plate and the interior boundary of concrete beam.
Furthermore, the rear pressure-bearing plate is an interface of the transition area of the combination beam and the steel-concrete combination area, and the cross section of the rear pressure-bearing plate is completely matched with that of the open steel box beam.
Furthermore, in the steel-concrete combined area, steel lattice chamber webs are arranged at the steel beam bottom plate and the steel beam top plate, and the steel lattice chamber webs, the opening steel box girder, the front bearing plate and the rear bearing plate are enclosed to form an open steel lattice chamber.
Furthermore, round holes are formed in the steel grid web plate, the steel beam middle web plate and the steel beam side web plate, and reinforcing steel bars penetrating into the round holes and concrete entering the round holes are wrapped together to form the PBL shear key.
Furthermore, in the steel-concrete combination area, the concrete bottom plate and the steel grid chamber web plate at the combination section of the concrete box girder are arranged along the longitudinal variable height, so that the uniform and smooth transition of the section centroid and the rigidity is realized.
The invention has the following beneficial effects:
concrete is poured on the top plate, the bottom plate and the web plate on the side of the front bearing plate side across concrete beam, concrete is poured on the top plate and the bottom plate between the front bearing plate and the rear bearing plate, concrete is poured on only the top plate on the side of the rear bearing plate across the combination beam, and a heightening transition stiffening rib is arranged on the combination beam. Through the graded transition and the thickness change of the concrete of the top plate, the bottom plate and the web plate, the smooth transition of the rigidity of the concrete beam and the combination beam is realized, and the high-speed railway large-span hybrid combination beam with high requirements on the driving smoothness is particularly suitable for high-speed railways.
The steel-concrete combined section adopts a connecting structure of a bearing plate, a steel grating chamber, a PBL key, a welding nail and prestress, so that a reliable bearing and shearing combined force transmission mode is formed, a force transmission path is increased, the force transmission area is enlarged, the stress diffusion is uniform and smooth, and the bearing capacity is strong.
The longitudinal prestress is dispersedly anchored on the front and rear bearing plates of the steel-concrete combined section, so that the reliable connection between the concrete beam and the steel box beam is realized, and the structural requirement and the dispersed stress are favorably met.
The steel grid chamber of the reinforced concrete combining section is of an open structure, and the steel beam is an open box beam, so that concrete pouring and vibrating are facilitated, and the engineering quality is guaranteed.
Drawings
FIG. 1 is a facing view of the center of the present invention;
FIG. 2 is a facing view of the steel beam of FIG. 4 at an inner side M-M of the web;
FIG. 3 is a vertical layout of the web of the steel beam of the present invention;
FIG. 4 is a cross-sectional view taken along plane 1-1 of FIG. 1;
FIG. 5 is a cross-sectional view taken along plane 2-2 of FIG. 1;
FIG. 6 is a cross-sectional view taken along plane 3-3 of FIG. 1;
FIG. 7 is a cross-sectional view taken at plane 4-4 of FIG. 1;
wherein:
1 open steel box girder 2 concrete box girder
3 front bearing plate and 4 rear bearing plate
5 6 cylinder head stud welding nails of steel check room web
7 PBL shear bond 8 high-strength T steel
9-height-variable plate rib 10 combination beam diaphragm
11 roof prestressed steel beam and 12 bottom plate prestressed steel beam
13-web prestressed steel strand 14-bottom plate U rib
1-1 steel beam top plate 1-2 steel beam bottom plate
1-3 steel beam middle web plate 1-4 steel beam side web plate
1-5 steel beam air nozzle plate
2-1 combination section concrete top plate and 2-2 combination section concrete bottom plate
2-3 concrete web plates at the joint section 2-4 concrete bridge deck slab.
Detailed Description
The present invention is described in detail below with reference to the accompanying drawings and examples:
as shown in fig. 1 to 7, the steel-concrete combined section structure of the large-span hybrid combined beam of the high-speed railway comprises an open steel box beam 1, a concrete bridge deck 2-4 and a concrete box beam 2, wherein a steel beam bottom plate 1-2 free ends at the bottom of the open steel box beam 1 form a steel beam air nozzle plate 1-5, the steel beam bottom plate 1-2 and the steel beam air nozzle plate 1-5 are externally wrapped with the concrete box beam 2, and a steel beam middle web plate 1-3 and a steel beam side web plate 1-4 of the open steel box beam 1 are embedded into the concrete box beam 2, so that the open steel box beam 1 and the concrete box beam 2 are combined.
And a steel beam top plate 1-1 is arranged at the tops of the steel beam middle web plate 1-3 and the steel beam side web plate 1-4.
The concrete bridge deck 2-4 and the open steel box girder 1 are combined to form a combined beam.
And a bond beam transition area, a steel-concrete bond area and a concrete beam transition area are formed between the bond beam and the concrete box beam 2.
The opening steel box girder is characterized in that a front bearing plate 3 and a rear bearing plate 4 are arranged in the opening steel box girder 1, and the front bearing plate 3 and the rear bearing plate 4 anchor longitudinal prestressed steel bundles in a steel-concrete combination area.
Preceding bearing plate 3 is the interface of combining section concrete web 2-3 and girder steel web, and the boundary aligns in preceding bearing plate 3 interior boundary and the concrete beam.
The rear pressure-bearing plate 4 is the interface of the transition area of the combination beam and the steel-concrete combination area, and the rear pressure-bearing plate 4 is completely matched with the cross section of the open steel box beam 1.
In the steel-concrete combined area, steel grid chamber webs 5 are arranged at the steel beam bottom plate 1-2 and the steel beam top plate 1-1, and the steel grid chamber webs 5, the opening steel box beam 1, the front bearing plate 3 and the rear bearing plate 4 enclose to form an open steel grid chamber.
Round holes are formed in the steel grid web 5, the steel beam middle web 1-3 and the steel beam side web 1-4, and reinforcing steel bars penetrate into the round holes and are wrapped with concrete entering the round holes to form PBL shear keys 7.
In the reinforced concrete combination area, the concrete bottom plate 2-2 and the steel grid chamber web 5 at the combination section of the concrete box girder 2 are arranged in a height-variable manner along the longitudinal direction, so that uniform and smooth transition of the section centroid and the rigidity is realized.
The concrete bridge deck 2-4 and the concrete box girder 2 are combined into a whole in a pouring mode.
Preferably, the concrete bridge deck 2-4 is connected with the open steel box girder 1 through a cylindrical head bolt welding nail 6. To reduce the effects of shrinkage creep, the concrete decking 2-4 may be prefabricated decking joined by wet joints.
The longitudinal prestressed steel bundles comprise a top plate prestressed steel bundle 11, a bottom plate prestressed steel bundle 12 and a web plate prestressed steel bundle 13.
Wherein, the top plate prestressed steel beam 11 and the bottom plate prestressed steel beam 12 are anchored on the rear pressure bearing plate 4, and the web prestressed steel beam 13 is anchored on the front pressure bearing plate 3.
In order to adapt to the connection mode, the front bearing plate 3 is provided with a communication hole in the range of the top plate and the bottom plate, the top plate prestressed steel beam 11 and the bottom plate prestressed steel beam 12 penetrate through the communication hole, and the front bearing plate 3 is provided with a steel beam hole in the range of the web plate, wherein the steel beam hole is used for fixing the web plate prestressed steel beam 13.
In order to adapt to the connection mode, the rear pressure bearing plate 4 is provided with steel beam holes in the range of the top plate and the bottom plate, and the steel beam holes are used for fixing the top plate prestressed steel beam 11 and the bottom plate prestressed steel beam 12 respectively.
And a stiffening rib for reinforcing the rear pressure bearing plate 4 is also arranged at the rear pressure bearing plate.
The open steel grid chamber is convenient for concrete pouring and vibrating.
The steel-concrete combined area is filled with shrinkage-compensating self-compacting steel fiber concrete, wherein concrete of a concrete web 2-3 of the combined section is stopped at a front bearing plate 3, a concrete bottom plate 2-2 of the combined section is stopped at a rear bearing plate 4, and a concrete top plate 2-1 of the combined section is communicated with a concrete bridge deck 2-4 of the combined beam.
Yet another embodiment
The steel-concrete combined section structure of the large-span hybrid combined beam of the high-speed railway comprises an opening steel box beam 1, concrete bridge deck boards 2-4 and a concrete box beam 2, free ends of steel beam bottom boards 1-2 at the bottom of the opening steel box beam 1 form steel beam air nozzle boards 1-5, the steel beam bottom boards 1-2 and the steel beam air nozzle boards 1-5 are wrapped with the concrete box beam 2, and a steel beam middle web board 1-3 and a steel beam side web board 1-4 of the opening steel box beam 1 are embedded into the concrete box beam 2, so that the combination of the opening steel box beam 1 and the concrete box beam 2 is realized.
And a steel beam top plate 1-1 is arranged at the tops of the steel beam middle web plate 1-3 and the steel beam side web plate 1-4.
The concrete bridge deck 2-4 and the open steel box girder 1 are combined to form a combined beam.
And a bond beam transition area, a steel-concrete bond area and a concrete beam transition area are formed between the bond beam and the concrete box beam 2.
The opening steel box girder is characterized in that a front bearing plate 3 and a rear bearing plate 4 are arranged in the opening steel box girder 1, and the front bearing plate 3 and the rear bearing plate 4 anchor longitudinal prestressed steel bundles in a steel-concrete combination area.
Preceding bearing plate 3 is the interface of combining section concrete web 2-3 and girder steel web, and the boundary aligns in preceding bearing plate 3 interior boundary and the concrete beam.
The rear pressure-bearing plate 4 is the interface of the transition area of the combination beam and the steel-concrete combination area, and the rear pressure-bearing plate 4 is completely matched with the cross section of the open steel box beam 1.
In the steel-concrete combined area, steel grid chamber webs 5 are arranged at the steel beam bottom plate 1-2 and the steel beam top plate 1-1, and the steel grid chamber webs 5, the opening steel box beam 1, the front bearing plate 3 and the rear bearing plate 4 enclose to form an open steel grid chamber.
Round holes are formed in the steel grid web 5, the steel beam middle web 1-3 and the steel beam side web 1-4, and reinforcing steel bars penetrate into the round holes and are wrapped with concrete entering the round holes to form PBL shear keys 7.
In the reinforced concrete combination area, the concrete bottom plate 2-2 and the steel grid chamber web 5 at the combination section of the concrete box girder 2 are arranged in a height-variable manner along the longitudinal direction, so that uniform and smooth transition of the section centroid and the rigidity is realized.
The concrete bridge deck 2-4 and the concrete box girder 2 are combined into a whole in a pouring mode.
Preferably, the concrete bridge deck 2-4 is connected with the open steel box girder 1 through a cylindrical head bolt welding nail 6. To reduce the effects of shrinkage creep, the concrete decking 2-4 may be prefabricated decking joined by wet joints.
The longitudinal prestressed steel bundles comprise a top plate prestressed steel bundle 11, a bottom plate prestressed steel bundle 12 and a web plate prestressed steel bundle 13.
Wherein, the top plate prestressed steel beam 11 and the bottom plate prestressed steel beam 12 are anchored on the rear pressure bearing plate 4, and the web prestressed steel beam 13 is anchored on the front pressure bearing plate 3.
In order to adapt to the connection mode, the front bearing plate 3 is provided with a communication hole in the range of the top plate and the bottom plate, the top plate prestressed steel beam 11 and the bottom plate prestressed steel beam 12 penetrate through the communication hole, and the front bearing plate 3 is provided with a steel beam hole in the range of the web plate, wherein the steel beam hole is used for fixing the web plate prestressed steel beam 13.
In order to adapt to the connection mode, the rear pressure bearing plate 4 is provided with steel beam holes in the range of the top plate and the bottom plate, and the steel beam holes are used for fixing the top plate prestressed steel beam 11 and the bottom plate prestressed steel beam 12 respectively.
And a stiffening rib for reinforcing the rear pressure bearing plate 4 is also arranged at the rear pressure bearing plate.
The open steel grid chamber is convenient for concrete pouring and vibrating.
The steel-concrete combined area is filled with shrinkage-compensating self-compacting steel fiber concrete, wherein concrete of a concrete web 2-3 of the combined section is stopped at a front bearing plate 3, a concrete bottom plate 2-2 of the combined section is stopped at a rear bearing plate 4, and a concrete top plate 2-1 of the combined section is communicated with a concrete bridge deck 2-4 of the combined beam.
Compared with the previous embodiment, in the reinforced concrete combination area, the concrete bottom plates 2-2 and the steel grid chamber web plates 5 at the combination section can be arranged in a height-variable mode along the longitudinal direction, and uniform and smooth transition of section centroid and rigidity is achieved.
And arranging a heightening transition stiffening rib in a transition area of the combination beam, wherein a heightening plate rib 9 is adopted as a steel beam top plate 1-1, and a heightening T steel 8 is adopted as a steel beam bottom plate 1-2.
The steel beam bottom plate 1-2 is inserted in the bottom plate U rib 14 and aligned with the steel grid chamber web 5 at the rear bearing plate 4, so that the force transmission directness and the force transmission effectiveness are improved.
The opening steel box girder top plate 1-1 is composed of a web upper flange plate and a partition upper flange plate, and a steel girder top plate of a steel-concrete combination area is provided with a pouring hole, so that pouring construction is facilitated.
The steel beam bottom plate 1-2 and the air nozzle plate 1-5 extend to be wrapped with the concrete beam and serve as outer templates when the concrete beam is poured, and the cylindrical head bolt welding nails 6 are arranged on the inner side of the steel beam bottom plate and connected with the concrete box beam 2.
And webs 1-3 in the steel beam and webs 1-4 on the side of the steel beam extend and are embedded into the concrete box girder 2, and communication holes are formed to enable the concrete to be transversely communicated into a whole.
The open steel box girder 1 is also provided with a combination beam diaphragm plate 10, and the combination beam diaphragm plate 10 supports the concrete bridge deck 2-4.
Cylindrical head bolt welding nails 6 are arranged on the contact surfaces of the steel beam top plate 1-1, the steel beam bottom plate 1-2, the steel beam middle web plate 1-3, the steel beam side web plate 1-4, the tuyere plate 1-5, the front bearing plate 3, the rear bearing plate 5 and the concrete.
The construction process comprises the following steps:
step one, processing an open steel box girder 1
The open steel box girder 1 is manufactured in a plate-girder section mode, and plates are welded in a factory to form a whole after being processed.
The assembling sequence is as follows: steel beam bottom plate 1-2 → steel beam middle web plate 1-3 → front bearing plate 3, rear bearing plate 4 and diaphragm → steel beam side web plate 1-4 → steel beam top plate 1-1 → steel beam tuyere plate 1-5.
The front bearing plate 3, the rear bearing plate 4 and the diaphragm plate can be used as an inner die of a steel beam to control the geometric dimension of the section of the steel beam.
Before the plate is assembled, the longitudinal stiffening ribs and the cylindrical head bolt welding nails 6 are welded at corresponding positions of the steel plate.
Step two, transporting and hoisting the steel box girder to the design position
The integral processing hoisting weight of the steel beam is large, if the hoisting is difficult, the member can be considered to be transversely divided into two pieces, and after the hoisting is in place, the member is welded on the support of the construction site into a whole.
Step three, mounting common steel bars and prestressed steel bundles
Installing a PBL shear key 7 to penetrate into a steel bar; and (3) installing a template, pouring the compensated and contracted self-compacting steel fiber concrete, and pouring the self-compacting steel fiber concrete and the concrete box girder into a whole together according to the sequence of the bottom plate, the web plate and the top plate.
And step four, tensioning the longitudinal prestressed steel bundles after the concrete strength reaches the design requirement, and grouting the prestressed duct in time.
The invention can meet the strict requirements of the large-span hybrid combination beam of the ballastless track of the high-speed railway at the speed of 350km/h on the aspects of structural stress, rigidity uniformity, driving smoothness and the like.
Concrete is poured on the top plate, the bottom plate and the web plate on the side of the front bearing plate side across concrete beam, concrete is poured on the top plate and the bottom plate between the front bearing plate and the rear bearing plate, concrete is poured on only the top plate on the side of the rear bearing plate across the combination beam, and a heightening transition stiffening rib is arranged on the combination beam. Through the graded transition and the thickness change of the concrete of the top plate, the bottom plate and the web plate, the smooth transition of the rigidity of the concrete beam and the combination beam is realized, and the high-speed railway large-span hybrid combination beam with high requirements on the driving smoothness is particularly suitable for high-speed railways.
The steel-concrete combined section adopts a connecting structure of a bearing plate, a steel grating chamber, a PBL key, a welding nail and prestress, so that a reliable bearing and shearing combined force transmission mode is formed, a force transmission path is increased, the force transmission area is enlarged, the stress diffusion is uniform and smooth, and the bearing capacity is strong.
The longitudinal prestress is dispersedly anchored on the front and rear bearing plates of the steel-concrete combined section, so that the reliable connection between the concrete beam and the steel box beam is realized, and the structural requirement and the dispersed stress are favorably met.
The steel grid chamber of the reinforced concrete combining section is of an open structure, and the steel beam is an open box beam, so that concrete pouring and vibrating are facilitated, and the engineering quality is guaranteed.
The invention has high bearing capacity, good stress performance and smooth rigidity transition, can realize uniform and smooth transition of the concrete beam and the combination beam, and meets the requirements of ballastless track laying of a high-speed railway on structural rigidity and driving smoothness.
Claims (10)
1. The utility model provides a steel-concrete joint section structure of high-speed railway large-span hybrid bond beam, includes opening steel box girder (1), concrete bridge panel (2-4) and concrete box girder (2), its characterized in that: the steel beam wind nozzle plate is characterized in that a steel beam bottom plate (1-2) free end of the bottom of the opening steel box girder (1) forms a steel beam wind nozzle plate (1-5), the steel beam bottom plate (1-2) and the steel beam wind nozzle plate (1-5) are externally coated with the concrete box girder (2), and a web plate (1-3) and a steel beam side web plate (1-4) in a steel beam of the opening steel box girder (1) are embedded into the concrete box girder (2), so that the combination of the opening steel box girder (1) and the concrete box girder (2) is realized.
2. The steel-concrete joint section structure of the high-speed railway large-span hybrid joint beam, according to claim 1, is characterized in that: and a steel beam top plate (1-1) is arranged at the tops of the steel beam middle web plate (1-3) and the steel beam side web plate (1-4).
3. The steel-concrete joint section structure of the high-speed railway large-span hybrid joint beam, according to claim 2, is characterized in that: the concrete bridge deck (2-4) is combined with the open steel box girder (1) to form a combined beam.
4. The steel-concrete joint section structure of the high-speed railway large-span hybrid joint beam, according to claim 3, is characterized in that: and a bond beam transition area, a steel-concrete bond area and a concrete beam transition area are formed between the bond beam and the concrete box beam (2).
5. The steel-concrete joint section structure of the high-speed railway large-span hybrid joint beam, according to claim 4, is characterized in that: the steel box girder is characterized in that a front bearing plate (3) and a rear bearing plate (4) are arranged in the opening steel box girder (1), and the front bearing plate (3) and the rear bearing plate (4) are used for anchoring longitudinal prestressed steel bundles in a steel-concrete combination area.
6. The steel-concrete joint section structure of the high-speed railway large-span hybrid joint beam, according to claim 5, is characterized in that: preceding bearing plate (3) are the interface of combining section concrete web (2-3) and girder steel web, and boundary aligns in preceding bearing plate (3) and the concrete beam.
7. The steel-concrete joint section structure of the high-speed railway large-span hybrid joint beam, according to claim 6, is characterized in that: the rear pressure-bearing plate (4) is a boundary surface of a transition area of the combination beam and a steel-concrete combination area, and the cross section of the rear pressure-bearing plate (4) is completely coincided with that of the open steel box beam (1).
8. The steel-concrete joint section structure of the high-speed railway large-span hybrid joint beam, according to claim 7, is characterized in that: in the steel-concrete combined area, steel grid chamber webs (5) are arranged at the steel beam bottom plate (1-2) and the steel beam top plate (1-1), and the steel grid chamber webs (5), the opening steel box beam (1), the front bearing plate (3) and the rear bearing plate (4) are enclosed to form an open steel grid chamber.
9. The steel-concrete joint section structure of the high-speed railway large-span hybrid joint beam, according to claim 8, is characterized in that: round holes are formed in the steel grid web (5), the steel beam middle web (1-3) and the steel beam side web (1-4), and reinforcing steel bars penetrate into the round holes to be wrapped with concrete entering the round holes to form PBL shear keys (7).
10. The steel-concrete joint section structure of the high-speed railway large-span hybrid joint beam, according to claim 9, is characterized in that: in the reinforced concrete combination area, the concrete bottom plate (2-2) and the steel grid chamber web (5) at the combination section of the concrete box girder (2) are arranged in a height-variable manner along the longitudinal direction, so that uniform and smooth transition of section centroid and rigidity is realized.
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| CN202110274134.2A CN112813801A (en) | 2021-03-15 | 2021-03-15 | Steel-concrete combined section structure of large-span hybrid combination beam of high-speed railway |
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| CN202110274134.2A CN112813801A (en) | 2021-03-15 | 2021-03-15 | Steel-concrete combined section structure of large-span hybrid combination beam of high-speed railway |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114427184A (en) * | 2022-01-28 | 2022-05-03 | 中铁第一勘察设计院集团有限公司 | Railway steel-concrete part cable-stayed bridge combined beam structure |
| CN114687274A (en) * | 2022-03-25 | 2022-07-01 | 中铁第四勘察设计院集团有限公司 | Rigid frame-continuous steel-concrete mixed beam railway bridge structure |
| CN114703738A (en) * | 2021-12-30 | 2022-07-05 | 中交公路长大桥建设国家工程研究中心有限公司 | Ultra-high performance concrete steel-concrete combined section |
| CN114775439A (en) * | 2022-05-09 | 2022-07-22 | 中交公路规划设计院有限公司 | Steel-concrete combined section connecting structure |
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2021
- 2021-03-15 CN CN202110274134.2A patent/CN112813801A/en active Pending
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114703738A (en) * | 2021-12-30 | 2022-07-05 | 中交公路长大桥建设国家工程研究中心有限公司 | Ultra-high performance concrete steel-concrete combined section |
| CN114427184A (en) * | 2022-01-28 | 2022-05-03 | 中铁第一勘察设计院集团有限公司 | Railway steel-concrete part cable-stayed bridge combined beam structure |
| CN114687274A (en) * | 2022-03-25 | 2022-07-01 | 中铁第四勘察设计院集团有限公司 | Rigid frame-continuous steel-concrete mixed beam railway bridge structure |
| CN114687274B (en) * | 2022-03-25 | 2024-03-26 | 中铁第四勘察设计院集团有限公司 | Rigid frame-continuous steel-concrete mixed beam railway bridge structure |
| CN114775439A (en) * | 2022-05-09 | 2022-07-22 | 中交公路规划设计院有限公司 | Steel-concrete combined section connecting structure |
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