Steel reinforced concrete corbel construction for supporting bridge abutments

Abstract

The utility model relates to the field of building construction technology provides a kind of for supporting bridge support's shaped steel concrete bracket structure, including descending section steel bone structure and horizontal section steel bone structure;Descending section steel bone structure is configured as being arranged in building main structure along vertical, descending section steel bone structure includes two first I-beam sections and multiple horizontal connecting plates, and the upper end of two first I-beam sections is connected with the steel bone in floor beam;Horizontal section steel bone structure includes two second I-beam sections and multiple vertical connecting plates, and the inner end of two second I-beam sections is connected with the lower end of two first I-beam sections one by one, and the outer end of second I-beam section is wrapped with concrete.The utility model solves the defect that in the case where the bracket height of main structure extension is limited in prior art, reinforced concrete bracket cannot meet the defect of large load bearing demand.

Description

Technical Field

[0001] This utility model relates to the field of building construction technology, and in particular to a steel-concrete corbel structure for supporting bridge bearings. Background Technology

[0002] In the construction of large-scale urban transportation hubs, municipal functions are increasingly being integrated into building functions. For example, in some port transportation hubs, elevated municipal roads directly connect to passenger drop-off areas. To reduce the number of vertical structural components (such as columns), the main structure typically extends corbels at the connection point with the elevated bridge to support the horizontal beams extending from the elevated bridge, forming a tight connection between the main building structure and the elevated bridge. However, due to the large span of the horizontal beams of municipal elevated bridges, the load transmitted to the supports is substantial, and the height of the corbels extending from the main structure is limited, existing reinforced concrete corbels cannot meet the requirements. Utility Model Content

[0003] This invention provides a steel-concrete corbel structure for supporting bridge bearings, which solves the problem in the prior art that reinforced concrete corbels cannot meet the requirements for bearing large loads when the height of the corbel extending from the main structure is limited.

[0004] This utility model provides a steel-concrete corbel structure for supporting bridge bearings, comprising: a descending steel frame structure and a horizontal steel frame structure.

[0005] The descending steel frame structure is configured vertically within the main building structure. The descending steel frame structure includes two first I-beam segments and multiple horizontal connecting plates. The two first I-beam segments are parallel to each other. Along the extension direction of the descending steel frame structure, the multiple horizontal connecting plates are spaced apart between the two first I-beam segments and connected to both first I-beam segments. The upper ends of both first I-beam segments are connected to the steel frame within the main building floor beams. The horizontal steel frame structure includes two second I-beam segments and multiple vertical connecting plates. The two second I-beam segments are parallel to each other. Along the extension direction of the horizontal steel frame structure, the multiple vertical connecting plates are spaced apart between the two second I-beam segments and connected to both second I-beam segments. The inner ends of the two second I-beam segments are connected one-to-one to the lower ends of the two first I-beam segments. The outer ends of the second I-beam segments are encased in concrete to form steel-concrete composite brackets for supporting bridge bearings.

[0006] According to the steel-concrete corbel structure for supporting bridge bearings provided by this utility model, the spacing between adjacent horizontal connecting plates is less than or equal to 400mm; and / or, the spacing between adjacent vertical connecting plates is less than or equal to 400mm.

[0007] According to the steel-concrete corbel structure for supporting bridge bearings provided by this utility model, at least a portion of the horizontal connecting plates are provided with connecting holes; and / or, at least a portion of the vertical connecting plates are provided with connecting holes.

[0008] The steel-concrete corbel structure for supporting bridge bearings provided by this utility model further includes: a first steel reinforcement structure and a second steel reinforcement structure.

[0009] The first reinforcing steel structure is located between the two first I-beam segments and on the outer side of the flanges of the two first I-beam segments; the second reinforcing steel structure is located between the two second I-beam segments and on the outer side of the flanges of the two second I-beam segments.

[0010] According to the steel-concrete corbel structure for supporting bridge bearings provided by this utility model, a first rebar connector is provided on the flange of the first I-beam segment, and the first rebar structure is connected to the first I-beam segment through the first rebar connector; a second rebar connector is provided on the flange of the second I-beam segment, and the second rebar structure is connected to the second I-beam segment through the second rebar connector.

[0011] According to the steel-concrete corbel structure for supporting bridge bearings provided by this utility model, the first I-beam segment is provided with horizontal stiffening ribs between the two flanges at the location of the first rebar connector; the second I-beam segment is provided with vertical stiffening ribs between the two flanges at the location of the second rebar connector, and multiple vertical stiffening ribs are spaced apart between the two flanges at the outer end of the second I-beam segment.

[0012] According to the steel-concrete corbel structure for supporting bridge bearings provided by this utility model, at least some of the horizontal stiffening ribs are provided with connecting holes; and / or, at least some of the vertical stiffening ribs are provided with connecting holes.

[0013] The steel-concrete corbel structure for supporting bridge bearings provided by this utility model further includes longitudinal reinforcing bars, one end of which is anchored to the main floor beam of the building, and the other end of which is anchored in the concrete below the descending steel frame structure.

[0014] According to the steel-concrete corbel structure for supporting bridge bearings provided by this utility model, the cross-sectional area of ​​the first I-beam segment is greater than or equal to the cross-sectional area of ​​the second I-beam segment, and the cross-sectional area of ​​the first I-beam segment is greater than or equal to the cross-sectional area of ​​the steel frame inside the floor beam.

[0015] According to the steel-concrete corbel structure for supporting bridge bearings provided by this utility model, along the extension direction of the first I-beam segment, a plurality of studs are spaced apart on the two flanges of the first I-beam segment; and / or, along the extension direction of the second I-beam segment, a plurality of studs are spaced apart on the two flanges of the second I-beam segment.

[0016] The steel-concrete corbel structure for supporting bridge bearings provided by this utility model can meet the requirements for large load bearing and the requirements for the setting of municipal bridge bearings when the height of the corbel extending from the main structure is limited, while ensuring the requirements for the usable space of buildings under municipal bridges. Specifically, the descending section steel structure utilizes double first I-beam segments and horizontal connecting plates to form vertical lattice columns, allowing the vertical load of the bridge bearings to be directly transferred to the steel frame of the main building floor beams in the form of axial compression, avoiding the concrete bearing pressure alone, thus achieving high vertical bearing capacity within the limited cross-sectional height. The horizontal section steel structure forms a cantilever lattice beam through double second I-beam segments and vertical connecting plates. The overhanging section and the partially encased concrete together form a rigid support bracket, used to bear the horizontal beam bearing reaction force and diffuse local compressive stress, while ensuring the durability of the bearing area. The steel frame in the main building floor beams, the descending section, and the horizontal section steel frame are rigidly connected, forming a continuous "Z"-shaped steel skeleton, which transforms the vertical force of the bearings into pressure and local bending moment in the central area of ​​the floor beams, reduces the tensile stress at the root of the bracket, and achieves high load-bearing capacity and low deflection under the limited building clearance conditions, meeting the requirements for large load bearing.

[0017] Additional aspects and advantages of this invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0018] To more clearly illustrate the technical solutions in this utility model or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this utility model. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0019] Figure 1 This is one of the schematic diagrams of a steel-concrete corbel structure for supporting bridge bearings provided in this embodiment of the present invention.

[0020] Figure 2 This is the second schematic diagram of a steel-concrete corbel structure for supporting bridge bearings provided in this embodiment of the present invention.

[0021] Figure 3 yes Figure 2 Sectional view of AA.

[0022] Figure 4 yes Figure 2 BB section view.

[0023] Figure 5 This is a cross-sectional schematic diagram of the horizontal steel frame structure in the steel-concrete corbel structure for supporting bridge bearings provided in this embodiment of the present invention.

[0024] Figure 6 This is a schematic diagram of the connection between the I-beam segment and the connecting plate in the steel-concrete corbel structure for supporting bridge bearings provided in this embodiment of the utility model.

[0025] Figure label: 100. Descending steel frame structure; 110. First I-beam segment; 120. Horizontal connecting plate; 130. First rebar connector; 140. Horizontal stiffening rib; 200. Horizontal steel frame structure; 210. Second I-beam segment; 220. Vertical connecting plate; 230. Second rebar connector; 240. Vertical stiffening rib; 300. Floor beam; 400. Horizontal beam; 500. Horizontal beam support; 600. Longitudinal reinforcement. Detailed Implementation

[0026] To make the objectives, technical solutions, and advantages of this utility model clearer, the technical solutions of this utility model will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this utility model, not all embodiments. Based on the embodiments of this utility model, all other embodiments obtained by those skilled in the art without creative effort are within the protection scope of this utility model.

[0027] In the description of the embodiments of this utility model, it should be noted that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicating the orientation or positional relationship, are based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the embodiments of this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the embodiments of this utility model. In addition, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0028] In the description of the embodiments of this utility model, it should be noted that, unless otherwise explicitly specified and limited, the terms "connected" and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium. Those skilled in the art can understand the specific meaning of the above terms in the embodiments of this utility model according to the specific circumstances.

[0029] In this embodiment of the utility model, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0030] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0031] The following is combined Figures 1 to 6 This invention describes a steel-concrete corbel structure for supporting bridge bearings.

[0032] See Figures 1 to 6 As shown in the figure, the steel-concrete corbel structure for supporting bridge bearings provided in this embodiment of the present invention includes: a descending steel frame structure 100 and a horizontal steel frame structure 200.

[0033] The descending steel frame structure 100 is configured to be vertically installed within the main building structure. The descending steel frame structure 100 includes two first I-beam segments 110 and multiple horizontal connecting plates 120. The two first I-beam segments 110 are parallel to each other. Along the extension direction of the descending steel frame structure 100, the multiple horizontal connecting plates 120 are spaced apart between the two first I-beam segments 110, and each horizontal connecting plate 120 is connected to both first I-beam segments 110. The upper ends of both first I-beam segments 110 are connected to the steel frame within the main building floor beams 300. 200 includes two second I-beam segments 210 and multiple vertical connecting plates 220. The two second I-beam segments 210 are parallel to each other and extend along the horizontal steel frame structure 200. The multiple vertical connecting plates 220 are spaced apart between the two second I-beam segments 210 and are connected to both second I-beam segments 210. The inner ends of the two second I-beam segments 210 are connected to the lower ends of the two first I-beam segments 110 in a one-to-one correspondence. The outer ends of the second I-beam segments 210 are wrapped with concrete to form steel-concrete composite brackets for supporting bridge bearings.

[0034] The steel-concrete corbel structure for supporting bridge bearings provided by this utility model can meet the requirements for large load bearing and the requirements for the setting of municipal bridge bearings when the height of the corbel extending from the main structure is limited, while ensuring the requirements for the usable space of buildings under municipal bridges. Specifically, the descending steel structure 100 utilizes double first I-beam segments 110 and horizontal connecting plates 120 to form a vertical lattice column, allowing the vertical load of the bridge bearings to be directly transferred to the steel frame of the main building floor beams 300 in the form of axial compression, avoiding the concrete bearing pressure alone, thereby achieving a high vertical bearing capacity within the limited cross-sectional height; the horizontal steel structure 200 forms a cantilever lattice beam through double second I-beam segments 210 and vertical connecting plates 220, with the overhanging section and the partially encased concrete forming a rigid support bracket, used to bear the bearing reaction force of the horizontal beam 400 and diffuse the local compressive stress, while ensuring the durability of the bearing area; the steel frame within the main building floor beams 300, the descending section, and the horizontal section steel frame are rigidly connected, forming a continuous "Z"-shaped steel skeleton, which transforms the vertical force of the bearings into pressure and local bending moment in the central area of ​​the floor beams 300, reduces the tensile stress at the root of the bracket, and achieves high bearing capacity and low deflection under the limited building clearance conditions, meeting the requirements for large load bearing.

[0035] In addition, each steel section can be prefabricated in the factory, and only positioning, connection and post-concrete pouring are required on site. This results in small construction errors and a short installation cycle, making it suitable for bridge bearing nodes with limited clearance in urban renewal projects.

[0036] See Figure 6As shown, the two first I-beam segments 110 and the horizontal connecting plate 120 are preferably connected by welding to ensure the joint rigidity and fatigue performance of the descending lattice column under large vertical loads. Similarly, the two second I-beam segments 210 and the vertical connecting plate 220 are preferably connected by welding to ensure the joint rigidity and fatigue performance of the horizontal lattice beam under cantilever stress.

[0037] It should be noted that both the first I-beam segment 110 and the second I-beam segment 210 include a web and flanges located on both sides of the web. The horizontal beam 400 is supported by the horizontal beam support 500.

[0038] According to some embodiments of the present invention, the distance between adjacent horizontal connecting plates 120 is less than or equal to 400mm.

[0039] By setting the spacing between adjacent horizontal connecting plates 120 to less than or equal to 400 mm, the two first I-beam segments 110 can form a continuous constraint along the height direction, effectively suppressing the local buckling deformation of a single steel segment, ensuring the coordinated work of the double I-beams, and significantly improving the overall stiffness and stability. Thus, without increasing the cross-sectional dimensions, the bearing capacity and deformation resistance of the descending lattice column are improved.

[0040] It should be noted that the spacing between adjacent horizontal connecting plates 120 can be the same or different, and there is no special limitation on this. For example, multiple horizontal connecting plates 120 can be arranged at uniform intervals between two first I-beam segments 110 to form equidistant constraints along the height direction of the descending segment, simplifying processing and positioning; or they can be arranged with variable spacing according to the stress distribution, with appropriate densification in sections with large bending moments or shear forces to locally enhance the overall integrity and suppress buckling deformation, while sections with smaller bending moments or shear forces can be sparsely arranged, taking into account both material consumption and construction convenience.

[0041] According to some embodiments of the present invention, the spacing between adjacent vertical connecting plates 220 is less than or equal to 400mm.

[0042] By setting the spacing between adjacent vertical connecting plates 220 to less than or equal to 400 mm, the two second I-beam segments 210 can form a continuous constraint along the cantilever length direction, suppressing local buckling of the web and torsion of the flange, ensuring that the lattice beam maintains its overall bending performance in the horizontal cantilever state, thereby improving the stiffness, stability and fatigue durability of the horizontal steel frame structure 200.

[0043] Similarly, the spacing between adjacent vertical connecting plates 220 can be the same or different, without special restrictions. For example, multiple vertical connecting plates 220 can be arranged at equal intervals to form uniform constraints in the horizontal lattice beams, simplifying processing and installation; or they can be arranged with variable spacing according to the distribution of shear force or local concentrated loads, with appropriate densification in sections with large shear force or stress concentration to locally improve shear resistance and overall stability, while they can be arranged sparsely in sections with smaller internal forces, balancing steel consumption and construction efficiency.

[0044] See Figure 1 , Figure 3 and Figure 5 As shown, according to some embodiments of the present invention, at least a portion of the horizontal connecting plate 120 is provided with a connecting hole, and at least a portion of the vertical connecting plate 220 is provided with a connecting hole.

[0045] By providing connecting holes on at least part of the horizontal connecting plate 120 and at least part of the vertical connecting plate 220, a through channel can be formed during concrete pouring, allowing the concrete to flow freely in the web area on both sides, avoiding pouring defects such as honeycomb and holes, and ensuring that a complete and dense composite section is formed between the steel frame and the concrete, thereby improving the integrity, crack resistance and durability of the component.

[0046] Specifically, the connecting holes can form continuous flow channels on the horizontal connecting plate 120 and the vertical connecting plate 220. Concrete can pass through the partition plate laterally along the holes to achieve self-compacting filling inside the lattice cavity and eliminate dead corners in the pouring. At the same time, the edges of the holes play a mechanical interlocking role, which enhances the interface bonding between the concrete and the connecting plate, further improves the joint stress performance of the steel frame and concrete, and reduces the maintenance risk caused by insufficient pouring in the later stage.

[0047] See Figure 5 As shown, according to some embodiments of the present invention, the steel-concrete corbel structure for supporting bridge bearings further includes: a first reinforcing steel structure and a second reinforcing steel structure; the first reinforcing steel structure is disposed between two first I-beam segments 110 and on the outer side of the flanges of the two first I-beam segments 110; the second reinforcing steel structure is disposed between two second I-beam segments 210 and on the outer side of the flanges of the two second I-beam segments 210.

[0048] By setting up a first and a second reinforcing steel structure, a continuous reinforced concrete enclosure can be formed around the steel skeleton of the descending and horizontal sections: the first reinforcing steel structure covers the double first I-beam segments 110 and is reliably anchored to the flanges, improving the compressive stiffness and crack resistance of the descending section; the second reinforcing steel structure covers the double second I-beam segments 210, enhancing the bending, shearing and crack resistance of the horizontal section; the two reinforcing cages and the corresponding steel skeletons form a combined skeleton through reinforcing steel connectors or binding, and the concrete is poured in one go to achieve steel-concrete synergistic stress, further improving the load-bearing capacity, durability and fatigue life of the corbel structure under height-limited conditions.

[0049] Specifically, both the first and second reinforcing steel structures include longitudinal bars, stirrups, and web bars. The longitudinal bars are arranged along the longitudinal length of the steel frame, divided into two rows in tension and compression zones, and are welded and anchored to the corresponding flanges through steel connectors. The stirrups close around the cross-section of the two I-beam segments, with the inner limbs passing through the web gap and the outer limbs located in the concrete zone outside the flanges. They are set at equal or variable intervals to form a continuous stirrup system for shear-confined concrete. The web bars are symmetrically arranged at the midpoint of the height on both sides of the web, tied and fixed to the inner limbs of the stirrups to control shrinkage and temperature cracks and to serve as stirrup supports. Thus, they respectively form complete reinforcing cages for the descending and horizontal sections, realizing the combined stress and deformation of the steel frame and concrete.

[0050] See Figure 2 As shown, according to some embodiments of the present invention, a first rebar connector 130 is provided on the flange of the first I-beam segment 110, and the first rebar structure is connected to the first I-beam segment 110 through the first rebar connector 130; a second rebar connector 230 is provided on the flange of the second I-beam segment 210, and the second rebar structure is connected to the second I-beam segment 210 through the second rebar connector 230.

[0051] By setting up rebar connectors, longitudinal bars, stirrups, and web bars can form a mechanical anchorage with the corresponding I-beam flange that is of equal strength, inspectable, and replaceable. This avoids the defects of traditional perforation that weakens the flange or the difficulty in positioning on-site hooks, ensuring that the steel-concrete composite section works synergistically under tension in the descending section, bending in the horizontal section, and fatigue loads, thereby improving the corbel's load-bearing capacity, stiffness, and durability.

[0052] See Figure 2 and Figure 4 As shown, according to some embodiments of the present invention, a horizontal stiffening rib 140 is provided between the two flanges of the first I-beam segment 110 located at the position of the first rebar connector 130; a vertical stiffening rib 240 is provided between the two flanges of the second I-beam segment 210 located at the position of the second rebar connector 230, and a plurality of vertical stiffening ribs 240 are provided at intervals between the two flanges at the outer end of the second I-beam segment 210.

[0053] By adding horizontal or vertical stiffening ribs 240 at the corresponding positions of the rebar connector, the flange area can be locally strengthened, and the tensile / shear force of the rebar can be diffused to the entire interface area between the web and the flange, avoiding local buckling of the flange, weld tearing, and concrete crushing near the sleeve (the sleeve refers to the core component of the rebar connector - a thick-walled short steel pipe with internal threads). The densely arranged vertical stiffening ribs 240 at the outer end improve the local compressive and fatigue performance of the concentrated force zone of the support, ensuring that the root of the corbel and the cantilever end maintain high stiffness, low stress concentration, and reliable internal force transmission throughout the entire life cycle.

[0054] According to some embodiments of the present invention, at least some of the horizontal stiffening ribs 140 are provided with connecting holes, and at least some of the vertical stiffening ribs 240 are provided with connecting holes.

[0055] By providing connecting holes on at least some of the horizontal stiffeners 140 and at least some of the vertical stiffeners 240, a through channel can be formed during concrete pouring, allowing the concrete to flow freely on both sides of the stiffeners. This avoids the formation of air bubbles or voids at the edges of the stiffener plates, ensuring sufficient compaction in the steel flange-web interface area and around the rebar connectors. At the same time, the edges of the connecting holes provide mechanical interlocking, enhancing the interfacial bond between the concrete and the stiffeners. This allows local pressure, tension, and shear forces to be effectively transmitted through the concrete and steel, further improving the integrity, crack resistance, and durability of the corbel structure.

[0056] See Figure 2 As shown, according to some embodiments of the present invention, the steel-concrete corbel structure for supporting bridge bearings further includes longitudinal steel bars 600, one end of which is anchored to the main building floor beam 300, and the other end of which is anchored to the concrete below the descending section steel frame structure 100.

[0057] By setting longitudinal reinforcement 600, the concrete of floor beam 300 and the concrete at the root of the descending section can be connected into a whole, forming an additional tensile force path: when the corbel is subjected to support reaction force, the longitudinal reinforcement 600 directly transmits the vertical tensile stress that may appear at the root of the descending section back to the compression zone of floor beam 300, avoiding premature cracking of the root concrete due to tension; at the same time, the longitudinal reinforcement 600, together with the first reinforcement structure and the steel skeleton of floor beam 300, forms a three-dimensional skeleton, improving the shear and pull-out resistance of the corbel-main structure interface, so that the large vertical load can be smoothly diffused to the entire section of floor beam 300, further enhancing the bearing safety and fatigue durability of the corbel under height-limited conditions.

[0058] According to some embodiments of the present invention, the cross-sectional area of ​​the first I-beam segment 110 is greater than or equal to the cross-sectional area of ​​the second I-beam segment 210, and the cross-sectional area of ​​the first I-beam segment 110 is greater than or equal to the cross-sectional area of ​​the steel frame inside the floor beam 300.

[0059] By setting the cross-sectional area of ​​the first I-beam segment 110 to be no less than the larger value of the cross-sectional area of ​​the second I-beam segment 210 and the steel frame inside the floor beam 300, an "equal strength or super strength" transition can be formed between the descending segment and the horizontal segment, and between the horizontal segment and the floor beam 300, avoiding stress concentration caused by abrupt changes in cross-section. At the same time, it ensures that the horizontal segment has sufficient bending, shear and torsional stiffness in the cantilever state, so that the concentrated force of the support is transmitted through the horizontal segment → descending segment → floor beam 300 without any weak links. Thus, under the premise of limited corbel height, large loads can be transferred smoothly, and the fatigue life and safety of the overall node can be improved.

[0060] See Figure 2 As shown, according to some embodiments of the present invention, along the extension direction of the first I-beam segment 110, a plurality of studs are spaced apart on the two flanges of the first I-beam segment 110; along the extension direction of the second I-beam segment 210, a plurality of studs are spaced apart on the two flanges of the second I-beam segment 210.

[0061] By welding studs at intervals along the entire length of the flanges of the two I-beam segments, a continuous mechanical interlock can be formed at the steel-concrete interface: the stud ribs provide three-dimensional constraint on the concrete, preventing vertical slippage and uplift between the flange and the concrete, so that the steel frame and the outer concrete are subjected to bending and shear in tandem; at the same time, the studs diffuse the local concentrated stress to the surrounding concrete, reducing the risk of local buckling of the flange, thereby improving the combined stiffness, load-bearing capacity and fatigue durability of the corbel structure while maintaining the cross-sectional height.

[0062] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this utility model, and not to limit it. Although this utility model has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of this utility model.

Claims

1. A steel-concrete composite bracket structure for supporting bridge bearings, characterized in that, include: A descending steel frame structure is configured to be vertically installed within the main building structure. The descending steel frame structure includes two first I-beam segments and multiple horizontal connecting plates. The two first I-beam segments are parallel to each other. Along the extension direction of the descending steel frame structure, the multiple horizontal connecting plates are spaced apart between the two first I-beam segments, and each horizontal connecting plate is connected to both first I-beam segments. The upper ends of both first I-beam segments are connected to the steel frame within the floor beams of the main building structure. The horizontal steel frame structure includes two second I-beam segments and multiple vertical connecting plates. The two second I-beam segments are parallel to each other. Along the extension direction of the horizontal steel frame structure, the multiple vertical connecting plates are spaced apart between the two second I-beam segments and are connected to both second I-beam segments. The inner ends of the two second I-beam segments are connected to the lower ends of the two first I-beam segments one by one. The outer ends of the second I-beam segments are wrapped with concrete to form steel-concrete composite brackets for supporting bridge bearings.

2. The steel-concrete corbel structure for supporting bridge bearings according to claim 1, characterized in that, The spacing between adjacent horizontal connecting plates is less than or equal to 400 mm; and / or, the spacing between adjacent vertical connecting plates is less than or equal to 400 mm.

3. The steel-concrete corbel structure for supporting bridge bearings according to claim 1, characterized in that, At least a portion of the horizontal connecting plates are provided with connecting holes; and / or, at least a portion of the vertical connecting plates are provided with connecting holes.

4. The steel-concrete corbel structure for supporting bridge bearings according to claim 1, characterized in that, Also includes: The first reinforcing steel structure is located between the two first I-beam segments and on the outer side of the flanges of the two first I-beam segments. The second reinforcing steel structure is located between the two second I-beam segments and on the outer side of the flanges of the two second I-beam segments.

5. The steel-concrete corbel structure for supporting bridge bearings according to claim 4, characterized in that, The first I-beam segment has a first rebar connector on its flange, and the first rebar structure is connected to the first I-beam segment through the first rebar connector; the second I-beam segment has a second rebar connector on its flange, and the second rebar structure is connected to the second I-beam segment through the second rebar connector.

6. The steel-concrete corbel structure for supporting bridge bearings according to claim 5, characterized in that, The first I-beam segment has horizontal stiffening ribs between the two flanges at the location of the first rebar connector; The second I-beam segment has vertical stiffening ribs between the two flanges at the location of the second rebar connector, and multiple vertical stiffening ribs are spaced apart between the two flanges at the outer end of the second I-beam segment.

7. The steel-concrete corbel structure for supporting bridge bearings according to claim 6, characterized in that, At least some of the horizontal stiffening ribs are provided with connecting holes; and / or, at least some of the vertical stiffening ribs are provided with connecting holes.

8. The steel-concrete corbel structure for supporting bridge bearings according to any one of claims 1 to 7, characterized in that, It also includes longitudinal reinforcing bars, one end of which is anchored to the main floor beam of the building, and the other end of which is anchored to the concrete below the descending steel structure.

9. The steel-concrete corbel structure for supporting bridge bearings according to any one of claims 1 to 7, characterized in that, The cross-sectional area of ​​the first I-beam segment is greater than or equal to the cross-sectional area of ​​the second I-beam segment, and the cross-sectional area of ​​the first I-beam segment is greater than or equal to the cross-sectional area of ​​the steel reinforcement in the floor beam.

10. The steel-concrete corbel structure for supporting bridge bearings according to any one of claims 1 to 7, characterized in that, Along the extending direction of the first I-beam segment, a plurality of studs are spaced apart on the two flanges of the first I-beam segment; and / or, along the extending direction of the second I-beam segment, a plurality of studs are spaced apart on the two flanges of the second I-beam segment.

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