A steel-concrete combined section structure of a large-span hybrid combined beam for high-speed railways

Abstract

The present invention discloses a steel-concrete combined section structure of a large-span hybrid combined beam of a high-speed railway, comprising an open steel box beam, a concrete bridge deck and a concrete box beam, wherein the free end of the steel beam bottom plate at the bottom of the open steel box beam forms a steel beam air nozzle plate, the steel beam bottom plate and the steel beam air nozzle plate are wrapped with a concrete box beam, and the steel beam middle web plate and the steel beam side web plate of the open steel box beam are embedded in the concrete box beam, so as to realize the combination of the open steel box beam and the concrete box beam. In the present invention, the top plate, the bottom plate and the web plate of the concrete beam side of the front pressure plate side span are all cast with concrete, the top plate and the bottom plate between the front and rear pressure plates are cast with concrete, and only the top plate of the combined beam side of the middle span of the rear pressure plate is cast with concrete, and a variable height transition stiffening rib is set on the combined beam. Through the graded transition and thickness change of the concrete of the top plate, the bottom plate and the web plate, a smooth transition of the stiffness between the concrete beam and the combined beam is realized, which is particularly suitable for large-span hybrid combined beams of high-speed railways with high requirements for driving smoothness.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge engineering, and in particular relates to a steel-concrete combined section structure of a large-span hybrid combined beam of a high-speed railway. Background Art

[0002] The steel-concrete joint section realizes the reliable connection between the steel beam and the concrete beam, and maintains the overall stress and coordinated deformation of the main beam. The joint section evenly and smoothly transmits the larger stress of the steel beam to the concrete beam through the pressure plate to bear pressure or through the connector to bear shear. The joint section usually includes the steel beam transition zone, the steel-concrete joint zone and the concrete beam transition zone. The rationality and coordination of the three-part structure have an important influence on the function of the joint section. With the increase of the span of the bridge, the internal force of the steel-concrete joint section also increases and the force becomes more complex; the steel-concrete joint section is the connection point of different materials of the main beam, and there are differences in the structural section and center of gravity, which causes a large stiffness mutation at the joint section, affecting the smoothness of high-speed railway driving, and the force transmission at the joint section is not smooth, which easily leads to stress concentration of components.

[0003] The hybrid composite beam cable-stayed bridge adopts the structural form of side span concrete beams and middle span steel-concrete composite beams, which fully utilizes the advantages of different materials and has the advantages of light weight, large span capacity and good economy. The side span adopts concrete beams to play a weight-bearing role, which can improve the overall vertical stiffness and improve the beam end rotation angle; the middle span adopts steel-concrete composite beams, and the concrete beam bridge deck and steel box beam are connected by shear keys to form a whole. Compared with the middle span steel box beam, the structural stiffness is improved, which can effectively improve the vehicle axle dynamic performance and wind resistance of the structure, and reduce the amount of structural steel, which is more economical.

[0004] High-speed railways have high requirements on structural stiffness and driving smoothness. Hybrid composite beam cable-stayed bridges have begun to be used in long-span bridges on high-speed railways. For this novel bridge type, a reasonable and feasible composite segment structure is needed to be proposed to be suitable for long-span hybrid composite beams on high-speed railways. Summary of the invention

[0005] The present invention is proposed to solve the problems existing in the prior art, and its purpose is to provide a steel-concrete combined section structure of a large-span hybrid combined beam for a high-speed railway.

[0006] The technical solution of the present invention is: a steel-concrete combined section structure of a large-span hybrid combined beam of a high-speed railway, comprising an open steel box beam, a concrete bridge deck and a concrete box beam, wherein the free end of the steel beam bottom plate at the bottom of the open steel box beam forms a steel beam nozzle plate, the steel beam bottom plate and the steel beam nozzle plate are covered with a concrete box beam, and the steel beam middle web plate and the steel beam side web plate of the open steel box beam are embedded in the concrete box beam, thereby realizing the combination of the open steel box beam and the concrete box beam.

[0007] Furthermore, a steel beam top plate is arranged on the top of the steel beam middle web and the steel beam side web.

[0008] Furthermore, the concrete bridge deck is combined with the open steel box girder to form a combined beam.

[0009] Furthermore, a combined beam transition zone, a steel-concrete combined zone, and a concrete beam transition zone are formed between the combined beam and the concrete box beam.

[0010] Furthermore, a front pressure plate and a rear pressure plate are provided in the open steel box girder, and the front pressure plate and the rear pressure plate are used to anchor the longitudinal prestressed steel strands in the steel-concrete joint area.

[0011] Furthermore, the front pressure plate is the interface between the concrete web of the combined section and the web of the steel beam, and the inner boundary of the front pressure plate is aligned with the inner boundary of the concrete beam.

[0012] Furthermore, the rear pressure plate is the interface between the transition zone of the combined beam and the steel-concrete combined zone, and the cross-section of the rear pressure plate is completely consistent with the cross-section of the open steel box beam.

[0013] Furthermore, in the steel-concrete joint area, the steel beam bottom plate and the steel beam top plate are both provided with steel lattice webs, and the steel lattice webs, the open steel box beam, the front pressure plate and the rear pressure plate enclose an open steel lattice.

[0014] Furthermore, circular holes are formed in the webs of the steel cells, the middle webs of the steel beams, and the side webs of the steel beams, and the steel bars inserted into the circular holes are wrapped together with the concrete entering the circular holes to form a PBL shear key.

[0015] Furthermore, in the steel-concrete joint area, the concrete bottom plate of the joint section of the concrete box girder and the steel cell web are arranged with variable height along the longitudinal direction, thereby achieving a smooth transition of the cross-sectional centroid and stiffness.

[0016] The beneficial effects of the present invention are as follows:

[0017] In the present invention, the top plate, bottom plate and web plate of the concrete beam side of the front pressure plate side span are all cast with concrete, the top plate and bottom plate between the front and rear pressure plates are cast with concrete, and only the top plate of the middle span combined beam side of the rear pressure plate is cast with concrete, and a variable height transition stiffening rib is set on the combined beam. Through the graded transition and thickness change of the top plate, bottom plate and web plate concrete, a smooth transition of the stiffness between the concrete beam and the combined beam is achieved, which is particularly suitable for high-speed railway large-span hybrid combined beams with high requirements for driving smoothness.

[0018] The steel-concrete joint section of the present invention adopts a connection structure of pressure plate + steel cell + PBL key + welding nail + prestressing to form a reliable pressure-shear combined force transmission mode, increase the force transmission path, expand the force transmission area, and ensure smooth stress diffusion and strong bearing capacity.

[0019] In the present invention, the longitudinal prestressed force is dispersedly anchored to the front and rear pressure plates of the steel-concrete combined section, so as to realize the reliable connection between the concrete beam and the steel box beam, and is conducive to meeting the structural requirements and dispersing the force.

[0020] The steel cells of the steel-concrete combined section of the present invention are of open structure, and the steel beams are open box beams, which are convenient for concrete pouring and vibration and are beneficial to ensuring the quality of the project. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 It is a elevation layout diagram at the center of the present invention;

[0022] Figure 2 yes Figure 4 Elevation layout drawing at MM on the inner side of the web of the middle steel beam;

[0023] Figure 3 It is a vertical layout diagram of the web in the steel beam of the present invention;

[0024] Figure 4 yes Figure 1 Sectional view of plane 1-1;

[0025] Figure 5 yes Figure 1 Sectional view of plane 2-2;

[0026] Figure 6 yes Figure 1 Sectional view of plane 3-3;

[0027] Figure 7 yes Figure 1 Sectional view of plane 4-4;

[0028] in:

[0029] 1 Open steel box girder 2 Concrete box girder

[0030] 3Front pressure plate 4Rear pressure plate

[0031] 5 Steel Cell Web Plate 6 Cylindrical Head Bolt Welding Nail

[0032] 7PBL shear key 8 variable height T steel

[0033] 9 variable height plate rib 10 combined beam diaphragm

[0034] 11 Top slab prestressed steel tendons 12 Bottom slab prestressed steel tendons

[0035] 13 Web prestressed steel tendon 14 Bottom plate U rib

[0036] 1-1 Steel beam top plate 1-2 Steel beam bottom plate

[0037] 1-3 Middle web of steel beam 1-4 Side web of steel beam

[0038] 1-5 Steel beam nozzle plate

[0039] 2-1 Joint section concrete top plate 2-2 Joint section concrete bottom plate

[0040] 2-3 Concrete web of combined section 2-4 Concrete bridge deck. DETAILED DESCRIPTION

[0041] Hereinafter, the present invention will be described in detail with reference to the accompanying drawings and embodiments:

[0042] like Figures 1 to 7 As shown, a steel-concrete combined section structure of a large-span hybrid combined beam of a 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 at the bottom of the open steel box beam 1 forms a steel beam nozzle plate 1-5 at the free end, the steel beam bottom plate 1-2 and the steel beam nozzle plate 1-5 are wrapped with the concrete box beam 2, and the steel beam middle web plate 1-3 and the steel beam side web plate 1-4 of the open steel box beam 1 are embedded in the concrete box beam 2, thereby realizing the combination of the open steel box beam 1 and the concrete box beam 2.

[0043] A steel beam top plate 1-1 is arranged on the top of the steel beam middle web plate 1-3 and the steel beam side web plate 1-4.

[0044] The concrete bridge deck 2 - 4 is combined with the open steel box girder 1 to form a combined beam.

[0045] A combined beam transition zone, a steel-concrete combined zone, and a concrete beam transition zone are formed between the combined beam and the concrete box beam 2.

[0046] The open steel box girder 1 is provided with a front pressure plate 3 and a rear pressure plate 4, and the front pressure plate 3 and the rear pressure plate 4 are used to anchor the longitudinal prestressed steel strands in the steel-concrete joint area.

[0047] The front pressure plate 3 is the interface between the concrete web 2-3 of the combined section and the web of the steel beam, and the inner boundary of the front pressure plate 3 is aligned with the inner boundary of the concrete beam.

[0048] The rear pressure plate 4 is the interface between the transition zone of the combined beam and the steel-concrete combined zone, and the rear pressure plate 4 is completely consistent with the cross section of the open steel box beam 1.

[0049] In the steel-concrete joint area, the steel beam bottom plate 1-2 and the steel beam top plate 1-1 are both provided with steel lattice webs 5, and the steel lattice webs 5, the open steel box beam 1, the front pressure plate 3, and the rear pressure plate 4 enclose an open steel lattice.

[0050] Circular holes are formed in the steel cell web 5, the steel beam middle web 1-3, and the steel beam side web 1-4. The steel bars inserted into the circular holes are wrapped together with the concrete entering the circular holes to form a PBL shear key 7.

[0051] In the steel-concrete joint area, the concrete bottom plate 2-2 of the joint section of the concrete box girder 2 and the steel cell web 5 are arranged with variable height along the longitudinal direction, thereby achieving a smooth transition of the cross-sectional centroid and stiffness.

[0052] The concrete bridge deck 2 - 4 and the concrete box girder 2 are combined into a whole by casting.

[0053] Preferably, the concrete bridge deck 2-4 is connected to the open steel box girder 1 by cylindrical head bolt welding nails 6. In order to reduce shrinkage creep effect, the concrete bridge deck 2-4 can be prefabricated bridge deck and connected by wet joints.

[0054] The longitudinal prestressed steel strands include a top plate prestressed steel strand 11 , a bottom plate prestressed steel strand 12 , and a web plate prestressed steel strand 13 .

[0055] The top plate prestressed steel strand 11 and the bottom plate prestressed steel strand 12 are anchored to the rear pressure plate 4 , while the web plate prestressed steel strand 13 is anchored to the front pressure plate 3 .

[0056] In order to adapt to the above connection method, the front pressure plate 3 is provided with connecting holes within the range of the top plate and the bottom plate, and the top plate prestressed steel bundle 11 and the bottom plate prestressed steel bundle 12 pass through the connecting holes. The front pressure plate 3 is provided with steel bundle holes within the range of the web, and the steel bundle holes are used to fix the web prestressed steel bundle 13.

[0057] In order to adapt to the above connection method, the rear pressure plate 4 is provided with steel bundle holes within the range of the top plate and the bottom plate, and the above steel bundle holes are used to fix the top plate prestressed steel bundle 11 and the bottom plate prestressed steel bundle 12 respectively.

[0058] The rear pressure plate 4 is also provided with stiffening ribs for reinforcing it.

[0059] The open steel cells facilitate concrete pouring and vibration.

[0060] The steel-concrete joint area is poured with shrinkage-compensating self-compacting steel fiber concrete, wherein the concrete web 2-3 of the joint section ends at the front pressure plate 3, the concrete bottom plate 2-2 of the joint section ends at the rear pressure plate 4, and the concrete top plate 2-1 of the joint section is connected to the concrete bridge deck 2-4 of the joint beam.

[0061] Yet another embodiment

[0062] A steel-concrete combined section structure of a large-span hybrid combined beam for a 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 at the bottom of the open steel box beam 1 forms a steel beam air nozzle plate 1-5 at the free end, the steel beam bottom plate 1-2 and the steel beam air nozzle plate 1-5 are wrapped around 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 in the concrete box beam 2, thereby realizing the combination of the open steel box beam 1 and the concrete box beam 2.

[0063] A steel beam top plate 1-1 is arranged on the top of the steel beam middle web plate 1-3 and the steel beam side web plate 1-4.

[0064] The concrete bridge deck 2 - 4 is combined with the open steel box girder 1 to form a combined beam.

[0065] A combined beam transition zone, a steel-concrete combined zone, and a concrete beam transition zone are formed between the combined beam and the concrete box beam 2.

[0066] The open steel box girder 1 is provided with a front pressure plate 3 and a rear pressure plate 4, and the front pressure plate 3 and the rear pressure plate 4 are used to anchor the longitudinal prestressed steel strands in the steel-concrete joint area.

[0067] The front pressure plate 3 is the interface between the concrete web 2-3 of the combined section and the web of the steel beam, and the inner boundary of the front pressure plate 3 is aligned with the inner boundary of the concrete beam.

[0068] The rear pressure plate 4 is the interface between the transition zone of the combined beam and the steel-concrete combined zone, and the rear pressure plate 4 is completely consistent with the cross section of the open steel box beam 1.

[0069] In the steel-concrete joint area, the steel beam bottom plate 1-2 and the steel beam top plate 1-1 are both provided with steel lattice webs 5, and the steel lattice webs 5, the open steel box beam 1, the front pressure plate 3, and the rear pressure plate 4 enclose an open steel lattice.

[0070] Circular holes are formed in the steel cell web 5, the steel beam middle web 1-3, and the steel beam side web 1-4. The steel bars inserted into the circular holes are wrapped together with the concrete entering the circular holes to form a PBL shear key 7.

[0071] In the steel-concrete joint area, the concrete bottom plate 2-2 of the joint section of the concrete box girder 2 and the steel cell web 5 are arranged with variable height along the longitudinal direction, thereby achieving a smooth transition of the cross-sectional centroid and stiffness.

[0072] The concrete bridge deck 2 - 4 and the concrete box girder 2 are combined into a whole by casting.

[0073] Preferably, the concrete bridge deck 2-4 is connected to the open steel box girder 1 by cylindrical head bolt welding nails 6. In order to reduce shrinkage creep effect, the concrete bridge deck 2-4 can be prefabricated bridge deck and connected by wet joints.

[0074] The longitudinal prestressed steel strands include a top plate prestressed steel strand 11 , a bottom plate prestressed steel strand 12 , and a web plate prestressed steel strand 13 .

[0075] The top plate prestressed steel strand 11 and the bottom plate prestressed steel strand 12 are anchored to the rear pressure plate 4 , while the web plate prestressed steel strand 13 is anchored to the front pressure plate 3 .

[0076] In order to adapt to the above connection method, the front pressure plate 3 is provided with connecting holes within the range of the top plate and the bottom plate, and the top plate prestressed steel bundle 11 and the bottom plate prestressed steel bundle 12 pass through the connecting holes. The front pressure plate 3 is provided with steel bundle holes within the range of the web, and the steel bundle holes are used to fix the web prestressed steel bundle 13.

[0077] In order to adapt to the above connection method, the rear pressure plate 4 is provided with steel bundle holes within the range of the top plate and the bottom plate, and the above steel bundle holes are used to fix the top plate prestressed steel bundle 11 and the bottom plate prestressed steel bundle 12 respectively.

[0078] The rear pressure plate 4 is also provided with stiffening ribs for reinforcing it.

[0079] The open steel cells facilitate concrete pouring and vibration.

[0080] The steel-concrete joint area is poured with shrinkage-compensating self-compacting steel fiber concrete, wherein the concrete web 2-3 of the joint section ends at the front pressure plate 3, the concrete bottom plate 2-2 of the joint section ends at the rear pressure plate 4, and the concrete top plate 2-1 of the joint section is connected to the concrete bridge deck 2-4 of the joint beam.

[0081] Compared with the previous embodiment, in the steel-concrete joint area, the joint section concrete bottom plate 2-2 and the steel cell web 5 can be arranged with variable heights along the longitudinal direction to achieve a smooth transition of the cross-sectional centroid and stiffness.

[0082] A variable height transition stiffening rib is arranged in the transition zone of the combined beam, the steel beam top plate 1-1 adopts a variable height plate rib 9, and the steel beam bottom plate 1-2 adopts a variable height T steel 8.

[0083] The steel beam bottom plate 1-2 is inserted into the bottom plate U rib 14 and aligned with the steel cell web 5 at the rear pressure plate 4 to improve the directness and effectiveness of force transmission.

[0084] The open steel box girder top plate 1-1 is composed of a flange plate on a web and a flange plate on a partition, and pouring holes are arranged on the steel beam top plate in the steel-concrete joint area to facilitate pouring construction.

[0085] The steel beam bottom plate 1-2 and the air nozzle plate 1-5 extend to cover the concrete beam and serve as the outer formwork when the concrete beam is poured. The inner side is provided with cylindrical head bolts 6 connected with the concrete box beam 2.

[0086] The steel beam middle web 1-3 and the steel beam side web 1-4 extend and are embedded in the concrete box beam 2, and are provided with connecting holes so that the concrete is horizontally connected to form a whole.

[0087] The open steel box girder 1 is also provided with a combined beam diaphragm 10, and the combined beam diaphragm 10 supports the concrete bridge deck 2-4.

[0088] The contact surfaces between the steel beam top plate 1-1, the steel beam bottom plate 1-2, the steel beam middle web 1-3, the steel beam side web 1-4, the air nozzle plate 1-5, the front pressure plate 3, the rear pressure plate 5 and the concrete are all provided with cylindrical head bolt welds 6.

[0089] The construction process of the present invention comprises the following steps:

[0090] Step 1: Processing of open steel box beam 1

[0091] The open steel box girder 1 is manufactured by adopting the "plate-beam section" method, and the plates are processed and welded in the factory to form a whole.

[0092] The assembly sequence is: steel beam bottom plate 1-2 → steel beam middle web plate 1-3 → front pressure plate 3, rear pressure plate 4 and cross partition → steel beam side web plate 1-4 → steel beam top plate 1-1 → steel beam air nozzle plate 1-5.

[0093] The front pressure plate 3, the rear pressure plate 4 and the transverse partition can be used as the inner mold of the steel beam to control the geometric dimensions of the cross section of the steel beam.

[0094] Before assembling the plates, the longitudinal stiffening ribs and cylindrical head bolts 6 should be welded to the corresponding positions of the steel plates.

[0095] Step 2: Transport and hoist the steel box girder to the designed position

[0096] The overall processing and hoisting weight of the steel beam is large. If hoisting is difficult, you can consider dividing the component into two pieces horizontally. After hoisting into place, weld them into a whole on the construction site bracket.

[0097] Step 3: Install ordinary steel bars and prestressed steel strands

[0098] Install PBL shear key 7 and insert it into the steel bar; install the formwork and cast the shrinkage-compensating self-compacting steel fiber concrete in the order of bottom plate, web plate and top plate, and cast them together with the concrete box girder to form a whole.

[0099] Step 4: After the concrete strength reaches the design requirements, tension the longitudinal prestressed steel strands and grout the prestressed ducts in time.

[0100] The present invention can meet the strict requirements of large-span hybrid combined beams of ballastless tracks of high-speed railways with a speed of 350 km / h on structural force, rigidity uniformity, driving smoothness, etc.

[0101] In the present invention, the top plate, bottom plate and web plate of the side span concrete beam of the front pressure plate are all cast with concrete, the top plate and bottom plate between the front and rear pressure plates are cast with concrete, and only the top plate of the middle span combined beam of the rear pressure plate is cast with concrete, and a variable height transition stiffening rib is set on the combined beam. Through the graded transition and thickness change of the top plate, bottom plate and web plate concrete, a smooth transition of the stiffness between the concrete beam and the combined beam is achieved, which is particularly suitable for high-speed railway large-span hybrid combined beams with high requirements for driving smoothness.

[0102] The steel-concrete joint section of the present invention adopts a connection structure of pressure plate + steel cell + PBL key + welding nail + prestressing to form a reliable pressure-shear combined force transmission mode, increase the force transmission path, expand the force transmission area, and ensure smooth stress diffusion and strong bearing capacity.

[0103] In the present invention, the longitudinal prestressing force is dispersedly anchored to the front and rear pressure plates of the steel-concrete combined section, so as to realize the reliable connection between the concrete beam and the steel box beam, and is conducive to meeting the structural requirements and dispersing the force.

[0104] The steel cells of the steel-concrete combined section of the present invention are of open structure, and the steel beams are open box beams, which are convenient for concrete pouring and vibration and are beneficial to ensuring the quality of the project.

[0105] The present invention has high bearing capacity, good force-bearing performance, smooth stiffness transition, can achieve smooth transition between concrete beams and combined beams, and meets the requirements of high-speed railway ballastless track laying for structural stiffness and driving smoothness.

Claims

1. A steel-concrete combined section structure of a high-speed railway long-span hybrid combined beam, comprising an open steel box beam (1), a concrete bridge deck (2-4) and a concrete box beam (2), Features: The free end of the steel beam bottom plate (1-2) at the bottom of the open steel box beam (1) forms 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 wrapped with a concrete box beam (2); the steel beam middle web plate (1-3) and the steel beam side web plate (1-4) of the open steel box beam (1) are embedded in the concrete box beam (2), thereby realizing the combination of the open steel box beam (1) and the concrete box beam (2); A steel beam top plate (1-1) is arranged on top of the steel beam middle web plate (1-3) and the steel beam side web plate (1-4); The concrete bridge deck (2-4) is combined with the open steel box beam (1) to form a combined beam; A combined beam transition zone, a steel-concrete combined zone, and a concrete beam transition zone are formed between the combined beam and the concrete box beam (2); The open steel box girder (1) is provided with a front pressure plate (3) and a rear pressure plate (4), and the front pressure plate (3) and the rear pressure plate (4) are used to anchor the longitudinal prestressed steel strands in the steel-concrete joint area; In the steel-concrete joint area, the steel beam bottom plate (1-2) and the steel beam top plate (1-1) are both provided with steel cell webs (5), and the steel cell webs (5) and the open steel box beam (1), the front pressure plate (3), and the rear pressure plate (4) enclose an open steel cell; Circular holes are formed in the steel cell web (5), the steel beam middle web (1-3), and the steel beam side web (1-4), and steel bars are inserted into the circular holes and wrapped together with the concrete entering the circular holes to form a PBL shear key (7); The longitudinal prestressed steel strands include a top plate prestressed steel strand (11), a bottom plate prestressed steel strand (12), and a web plate prestressed steel strand (13); The top plate prestressed steel strand (11) and the bottom plate prestressed steel strand (12) are anchored to the rear pressure plate (4), and the web plate prestressed steel strand (13) is anchored to the front pressure plate (3); In the steel-concrete joint area, the joint section concrete bottom plate (2-2) and the steel cell web plate (5) of the concrete box beam (2) are arranged with variable heights along the longitudinal direction, thereby achieving a smooth transition of the cross-sectional centroid and stiffness.

2. The steel-concrete combined section structure of a high-speed railway long-span hybrid combined beam according to claim 1, Features: The front pressure-bearing plate (3) is the interface between the concrete web (2-3) of the combined section and the web of the steel beam, and the inner boundary of the front pressure-bearing plate (3) is aligned with the inner boundary of the concrete beam.

3. The steel-concrete combined section structure of a high-speed railway long-span hybrid combined beam according to claim 1, Features: The rear pressure plate (4) is the interface between the transition zone of the combined beam and the steel-concrete combined zone, and the cross section of the rear pressure plate (4) is completely consistent with the cross section of the open steel box beam (1).

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