Steel-mixed hole type rib plate connecting structure and construction method thereof

Abstract

The invention discloses a steel-mixed hole type rib plate connecting structure and a construction method thereof, and belongs to the technical field of bridge engineering concrete structures. Comprising a steel beam, a panel arranged on the steel beam, at least two rib plates vertically arranged on the top face of the steel beam, spiral annular wires sequentially penetrating through the rib plates and penetrating ribs arranged in the spiral annular wires in a penetrating mode, and the rib plates are arranged in the trend of the steel beam. The rib plates, the spiral annular wires and the penetrating ribs are all located in the panel. According to the invention, the concrete is in a multi-dimensional pressed state through radial and circumferential constraint formed by the spiral annular wires on the concrete in the trepanning area, so that the compressive strength and the deformability of the concrete are remarkably improved, and the shear resistance of steel-concrete joint is enhanced. The composite core body formed by the spiral annular wires and the interpenetrating ribs can enhance the mechanical meshing force with concrete, and reduce the relative slippage and bonding damage accumulation of the steel bars and the concrete under fatigue load.

Description

Technical Field

[0001] This invention relates to the field of concrete structure technology in bridge engineering, and in particular to a steel-concrete perforated rib plate connection structure and its construction method. Background Technology

[0002] Composite beam bridges are widely used in highway and railway bridge engineering due to their combination of the high strength and long span of steel beams with the high stiffness and durability of concrete bridge decks. The connectors at the steel-concrete joints, as the core components for transmitting longitudinal shear and uplift forces between the steel beams and the concrete bridge decks, directly determine the overall structural safety and service life of the composite beam bridge.

[0003] Currently, perforated steel plate connectors are a commonly used type of connector for composite beam bridges. They work by creating holes in steel plates, inserting reinforcing bars, and bonding them to concrete. Load transfer relies on the bond between the steel plate and concrete, and the shear resistance of the reinforcing bars. However, existing perforated steel plate connectors have significant drawbacks: firstly, the concrete outside the perforated area is only bonded to the reinforcing bars, making it prone to localized crushing and splitting failure under repeated fatigue loads or large shear forces, resulting in insufficient shear capacity; secondly, traditional perforated connectors often use thicker steel plates or more complex reinforcement schemes to improve performance, increasing steel consumption, construction difficulty, and project costs, without fundamentally addressing the problem of insufficient concrete confinement. Therefore, developing a perforated connector that effectively enhances concrete confinement in the perforated area, improves shear performance, and is economical and convenient has become an urgent need in the field of composite beam bridge engineering.

[0004] Therefore, it is necessary to design an opening connector and its construction method that can effectively enhance the concrete confinement of the opening area, improve shear resistance, and be economical and convenient. Summary of the Invention

[0005] The purpose of this invention is to provide a steel-concrete perforated rib plate connection structure and its construction method, so as to improve the radial and circumferential constraints on concrete, enhance the overall performance of the connector, and at the same time simplify the structure and reduce the cost.

[0006] To achieve the above objectives, the present invention provides the following solution: A steel-concrete perforated rib connection structure includes a steel beam, a panel disposed on the steel beam, at least two ribs perpendicularly disposed on the top surface of the steel beam, a spiral annular wire passing through the ribs in sequence, and an inserting rib passing through the spiral annular wire. The ribs are disposed along the direction of the steel beam, and the ribs, spiral annular wire, and inserting rib are all located inside the panel.

[0007] Preferably, the rib plate is provided with evenly spaced through holes for the spiral annular wire to pass through, and the opening ratio of the through holes is 15% to 25%.

[0008] Preferably, the insertion hole is a circular hole, and the center distance between adjacent circular holes is 2 to 3 times the diameter of the circular hole.

[0009] Preferably, the panel includes a concrete structure and a steel reinforcement skeleton disposed within the concrete structure.

[0010] Preferably, the strength grade of the concrete structure is not lower than C50.

[0011] Preferably, the interlacing reinforcement is HRB400 ribbed threaded steel bar, and both ends extend into the steel reinforcement skeleton and are tied and fixed.

[0012] Preferably, the pitch of the spiral annular wire is greater than twice the maximum aggregate particle size, the difference between the outer diameter of the spiral annular wire and the diameter of the through hole does not exceed 1 mm, and the spiral annular wire is spot-welded to the rib plate at the contact point.

[0013] Preferably, the length of the spiral annular wire and the interlocking bar is greater than the required anchorage length.

[0014] Preferably, the steel beam is made of Q355 or higher grade steel.

[0015] A construction method for a steel-concrete perforated rib plate connection structure includes the following steps: The ribs are placed vertically at the designed position on the top surface of the steel beam, fixed with temporary supports, and then fixed to the steel beam by welding. The spiral annular wire is threaded through the mounting hole and fixed in place; The interlocking bar is passed through the spiral annular wire and its two ends extend into the design area of ​​the steel reinforcement skeleton of the panel and tied to the steel reinforcement skeleton; Install concrete pouring formwork in the design area, pour concrete in the formwork area, and cover the ribs, spiral ring wires, interlaced bars, and steel reinforcement cage.

[0016] The present invention achieves the following technical effects compared to the prior art: This invention utilizes a spiral annular wire to create radial and circumferential constraints on the concrete in the perforated area, placing the concrete under triaxial compression. This significantly improves the concrete's compressive strength and deformation capacity, enhances the shear bearing capacity of the connectors, and strengthens the composite core formed by the spiral annular wire and the interlacing reinforcement. This enhances the mechanical interlocking force with the concrete, reduces the relative slippage and bond damage accumulation between the reinforcement and concrete under fatigue loads, and features a simple overall structure. The components are readily available and easy to install, requiring no additional specialized equipment. The overall cost is low, and the invention has a wide range of applications, making it suitable for use in steel-concrete joint structures of composite beam bridges with different spans and load levels. Attached Figure Description

[0017] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0018] Fig. 1 This is a schematic diagram of the structure of the present invention; Fig. 2 This is a cross-sectional view of the bridge in the transverse direction of the present invention; Fig. 3 This is a longitudinal cross-sectional view of the present invention; Fig. 4 This is a diagram of the concrete formwork of the present invention; The components include: 1. steel beams; 2. ribs; 3. circular holes; 4. interlacing bars; 5. spiral ring wires; 6. concrete structure; and 7. concrete pouring formwork. Detailed Implementation

[0019] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0020] The purpose of this invention is to provide a steel-concrete perforated rib plate connection structure and its construction method, so as to improve the radial and circumferential constraints on concrete, enhance the overall performance of the connector, and at the same time simplify the structure and reduce the cost.

[0021] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0022] refer to Figs. 1 to 4A steel-concrete perforated rib plate 2 connection structure includes a steel beam 1, a panel disposed on the steel beam 1, at least two rib plates 2 vertically disposed on the top surface of the steel beam 1, a spiral annular wire 5 passing through the rib plates 2 in sequence, and an insert bar 4 passing through the spiral annular wire 5. The rib plates 2 are arranged along the direction of the steel beam 1, and the rib plates 2, spiral annular wire 5, and insert bar 4 are all located inside the panel. This invention uses the spiral annular wire 5 to form radial and circumferential constraints on the concrete in the perforated area, so that the concrete is in a triaxial compression state, which significantly improves the compressive strength and deformation capacity of the concrete and enhances the shear bearing capacity of the connector. The composite core formed by the spiral annular wire 5 and the insert bar 4 can enhance the mechanical interlocking force with the concrete, reduce the relative slippage and bond damage accumulation between the steel bars and concrete under fatigue load, and the overall structure is simple. The materials of each component are readily available and the installation is convenient. No additional special equipment is required, the overall cost is low, and the application range is wide. It can be widely used in steel-concrete connection node structures of composite beam bridges with different spans and different load levels.

[0023] Furthermore, the rib plate 2 has evenly spaced through holes for the spiral annular wire 5 to pass through, with an opening ratio of 15% to 25%. Arbitrarily enlarging the holes would severely weaken its shear resistance and stability; the 15% to 25% opening ratio is a conservative range strictly calculated and limited by specifications to ensure the shear strength of the remaining rib plate 2. After the holes are opened, the stress around the holes will be redistributed. Limiting the opening ratio ensures that the remaining effective web section can safely withstand the design shear force and prevents shear failure.

[0024] Furthermore, the through holes are circular holes 3, and the center distance between adjacent circular holes 3 is 2 to 3 times the diameter of the circular hole 3; the purpose is to prevent insufficient net cross-sectional strength, local instability and harmful stress superposition caused by the excessive density of circular holes 3; in terms of process, to ensure processing quality and component integrity; and in terms of function, to maximize the functional benefits of the opening within the scope of safety permitting.

[0025] Furthermore, the panel includes a concrete structure 6 and a steel reinforcement skeleton set inside the concrete structure 6; the two ends of the through reinforcement 4 are tied and fixed to the steel reinforcement skeleton of the concrete bridge panel, and the spacing of the tying points meets the structural design requirements to ensure that the position of the reinforcement is accurate and the thickness of the protective layer is compliant.

[0026] Furthermore, the strength grade of concrete structure 6 shall not be lower than C50.

[0027] Furthermore, the interlacing reinforcement 4 is an HRB400 ribbed threaded steel bar, with both ends extending into the steel reinforcement cage and tied for fixation; utilizing the transverse ribs on its surface, it achieves ultra-high strength mechanical interlocking with the concrete or the wall of the circular hole 3, ensuring reliable force transmission and preventing slippage; utilizing its high yield strength of not less than 400MPa, it provides sufficient load-bearing capacity for the structure, while conforming to the development trend of "high-strength" modern engineering materials; utilizing its good comprehensive performance (ductility, weldability), it achieves the best economic benefits while meeting structural safety (especially seismic requirements) and construction convenience.

[0028] Furthermore, the pitch of the spiral annular wire 5 is greater than twice the maximum aggregate particle size, and the difference between the outer diameter of the spiral annular wire 5 and the diameter of the through hole does not exceed 1 mm. The spiral annular wire 5 is spot-welded to the contact point with the rib plate 2, with the weld points evenly distributed and at least one weld point set at each contact point to ensure a firm connection and prevent the spiral annular wire 5 from shifting during construction. Concrete is a mixture of coarse aggregate, fine aggregate, cement paste, and water. If the pitch between the spiral annular wires 5 (i.e., the net distance between adjacent ring reinforcements) is less than or equal to the maximum aggregate particle size, then the largest stone can easily get stuck between two ring reinforcements, forming an "arch bridge" effect. Once this happens, the subsequent flow of concrete paste will be blocked, resulting in voids, honeycombs, or areas of insufficient density inside or behind the reinforcement cage. The ultimate goal is to ensure the internal density, integrity, and durability of the concrete structure 6, so that the completed structure can fully achieve the designed performance.

[0029] Furthermore, the lengths of the spiral ring wire 5 and the interlocking reinforcement 4 are greater than the required anchorage length; this ensures that the stress of the interlocking reinforcement 4 can be safely and completely transferred to the concrete, thereby achieving the synergistic work of the two materials and preventing the reinforcement from being pulled out, which would lead to anchorage failure and structural damage.

[0030] Furthermore, steel beam 1 is made of Q355 or higher grade steel.

[0031] A construction method for a steel-concrete perforated rib plate 2 connection structure includes the following steps: The rib plate 2 is placed vertically at the designed position on the top surface of the steel beam 1 and fixed with temporary supports to ensure that the verticality deviation of the rib plate 2 does not exceed the allowable range specified in the code. Fillet welds are preferred, with a weld height not less than 1 / 2 the thickness of the perforated rib plate 2. The weld should be continuous and uninterrupted during welding to avoid defects such as slag inclusions, porosity, and incomplete penetration. A spiral annular wire 5 is inserted into the circular hole 3, with the outer diameter of the spiral annular wire 5 approximately equal to the diameter of the circular hole 3, ensuring a tight fit between the spiral annular wire 5 and the inner wall of the circular hole 3. Spot welding is performed at the contact points between the spiral annular wire 5 and the rib plate 2, with the weld points evenly distributed and at least one weld point at each contact point to ensure a firm connection and prevent displacement of the spiral annular wire 5 during construction. After the spiral annular wire 5 is fixed, an insert rib 4 is inserted through the circular hole 3 of the perforated rib plate 2, with the insert rib 4 located at the center of the circular hole 3.

[0032] The spiral ring wire 5 extends through the outside of the rib plate 2, constraining the concrete outside the rib plate 2. The length of the spiral ring wire 5 and the through bar 4 is greater than the anchorage length required in the design, ensuring that both ends extend to the design area of ​​the concrete bridge deck reinforcement skeleton. The two ends of the through bar 4 are tied and fixed to the concrete bridge deck reinforcement skeleton. The spacing of the tying points meets the structural design requirements, ensuring that the position of the reinforcement is accurate and the thickness of the protective layer is compliant.

[0033] Install concrete pouring formwork 7 on the outside of rib plate 2. Concrete pouring formwork 7 must have sufficient rigidity and stability, tight joints to prevent grout leakage, and pour concrete in one go.

[0034] Specific examples have been used to illustrate the principles and implementation methods of this invention. The descriptions of the above embodiments are only for the purpose of helping to understand the method and core ideas of this invention. Furthermore, those skilled in the art will recognize that, based on the ideas of this invention, there will be changes in the specific implementation methods and application scope. Therefore, the content of this specification should not be construed as a limitation of this invention.

Claims

1. A steel-concrete composite ribbed slab connection structure, characterized by, The steel beam, the panel arranged on the steel beam, the at least two rows of rib plates arranged vertically on the top surface of the steel beam, the spiral annular wire sequentially penetrating the rib plates, and the penetrating rib arranged inside the spiral annular wire, the rib plates are arranged along the direction of the steel beam, and the rib plates, the spiral annular wire and the penetrating rib are located inside the panel.

2. The steel-concrete pocket rib-slab connection structure according to claim 1, characterized by, The rib plates are provided with penetrating holes arranged uniformly and spaced apart for the spiral annular wire to pass through, and the opening rate of the penetrating holes is 15% to 25%.

3. The steel-concrete pocket rib-slab connection structure according to claim 2, characterized by The penetrating holes are circular holes, and the center distance of adjacent circular holes is 2 to 3 times the diameter of the circular holes.

4. The steel-concrete pocket rib-slab connection structure according to claim 1, characterized by The panel comprises a concrete structure and a steel reinforcement frame arranged inside the concrete structure.

5. The steel-concrete pocket rib-slab connection structure according to claim 4, characterized by The strength grade of the concrete structure is not less than C50.

6. The steel-concrete pocket rib-slab connection structure according to claim 4, characterized by The penetrating rib is an HRB400 ribbed threaded steel bar, and both ends extend into the steel reinforcement frame and are tied and fixed.

7. The steel-concrete pocket rib-slab connection construction according to claim 1, characterized by, The pitch of the spiral annular wire is greater than one times the maximum aggregate particle size, the difference between the outer diameter of the spiral annular wire and the diameter of the penetrating hole is not more than 1mm, and the spiral annular wire is fixed by spot welding at the position where it is in contact with the rib plate.

8. The steel-concrete pocket rib-slab connection structure according to claim 7, characterized by The length of the spiral annular wire and the penetrating rib is greater than the required anchoring length.

9. The steel-concrete pocket rib-slab connection construction according to claim 1, characterized by, The steel beam is Q355 and above grade steel.

10. A construction method of a steel-concrete composite ribbed slab connection structure, characterized by, The steel-concrete hole type rib plate connecting structure of any one of claims 1 to 9 comprises the following steps: The rib plate is vertically placed on the top surface of the steel beam at the designed position, temporarily supported and fixed, and fixed with the steel beam by welding; The spiral annular wire is penetrated into the penetrating hole and fixed; The penetrating rib penetrates the spiral annular wire and is located inside the panel; The concrete pouring formwork is installed in the designed area, and the concrete is poured in the formwork area to form the panel.

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