Fabricated steel-concrete U-shaped composite beam and special-shaped multi-cavity concrete filled steel tubular column lap joint type joint

Abstract

The invention relates to the technical field of building structures, and discloses a fabricated steel-concrete U-shaped composite beam and special-shaped multi-cavity concrete filled steel tubular column lap joint type joint which is characterized in that a U-shaped beam web is provided with a sawtooth-shaped tenon which is mechanically engaged with a column joint, and the shear resistance is improved; the upper and lower flange plates are connected with the vertical rib plates and the outer ring plate to form a stable stress system; the steel bar sleeve anchors hogging moment steel bars to enhance the bending rigidity; the column body is composed of the multi-cavity square steel tube concrete tube bundle and the partition plates, and the bearing capacity and ductility are improved; the outer ring plate is also used as a column-column connecting plate, so that the assembly is simplified; beam bottom longitudinal bars resist sagging moment. The overall structure combines mortise and tenon joint and welding, and is suitable for a fabricated steel-concrete mixed system. Through the tenon-and-mortise structure between the U-shaped composite beam and the special-shaped multi-cavity concrete filled steel tubular column, high-strength and assemblable connection is achieved.

Description

Technical Field

[0001] The present invention relates to the technical field of building structures, and in particular to a lap-joint node of an assembled steel-concrete U-shaped composite beam and a special-shaped multi-cavity steel tubular concrete column. Background Art

[0002] With the rapid development of prefabricated buildings, steel-concrete composite structures have been widely used in high-rise and super-high-rise buildings due to their excellent structural performance and ease of construction. U-shaped steel-concrete composite beams, as a new type of composite beam, are widely adopted in composite structural systems due to their high stiffness, strong bearing capacity, simple construction, and minimal welding workload. Special-shaped multi-cavity concrete-filled steel tubular columns, by incorporating multiple concrete cavities within them, effectively improve the overall stiffness, bearing capacity, and seismic performance of the columns. This represents a significant innovation in the field of prefabricated structures and holds great promise for future development.

[0003] However, in steel-concrete composite structures, beam-column connection nodes are critical structural load-bearing locations, and their performance directly impacts the structure's seismic resistance and safety reliability. Currently, the connection between U-shaped composite beams and concrete-filled steel tubular columns mostly utilizes traditional methods such as internal diaphragms, through-diaphragms, or external ring plates. These connection methods often rely on on-site welding, which is labor-intensive, technically demanding, and difficult to control in terms of welding quality. Furthermore, the complex node structure and cumbersome construction process severely restrict the efficiency of prefabricated buildings and make it difficult to meet the demands for rapid, high-quality construction.

[0004] At the same time, existing composite nodes have also exposed a variety of problems of insufficient adaptability in practical applications. For example, when a U-shaped composite beam is connected to a T-shaped or L-shaped steel tube concrete column, its outward-turned upper flange is likely to interfere with the layout of the building's functional areas and affect the continuity of the exterior wall insulation and decoration system. In addition, the existing multi-cavity steel tube concrete columns are mostly in-plane connection forms, which are difficult to meet the structural requirements of the plane-outboard beam connection of the intermediate column. At present, there is a lack of a new type of node form with a reasonable structure, reliable connection, and convenient assembly that can take into account the integration of structural performance, construction efficiency and building functions. There is an urgent need for technological breakthroughs in node construction to promote the application and development of prefabricated steel-concrete structures in a wider range of scenarios. Summary of the Invention

[0005] In view of this, the present invention proposes a prefabricated steel-concrete U-shaped composite beam and a special-shaped multi-cavity steel tube concrete column lap joint, aiming to solve the problems in the current technology of the beam-column connection nodes in the existing steel-concrete composite structure, such as the difficulty in welding, low construction efficiency, and poor structural adaptability, which make it difficult to meet the requirements of prefabricated buildings for high performance, easy construction and functional integration.

[0006] The present invention proposes an assembled steel-concrete U-shaped composite beam and a special-shaped multi-cavity steel tubular concrete column lap joint, comprising: a U-shaped composite beam, a special-shaped multi-cavity steel tubular concrete column and a connection node;

[0007] The web of the U-shaped composite beam is provided with a serrated tenon, and the upper and lower flange plates are connected to the lower connecting vertical rib plate and the upper connecting outer ring plate respectively;

[0008] Special-shaped multi-cavity concrete-filled steel tube columns are made by welding multiple hot-rolled seamless square steel tubes at their corners to form a concrete-filled steel tube bundle. Separated concrete cavities and reinforced concrete partitions are set inside the columns.

[0009] The connection node comprises a lower connecting vertical rib plate and an upper connecting outer ring plate; the lower connecting vertical rib plate is welded to the outer wall of the column limb steel pipe and the outer wall of the U-shaped steel; a steel sleeve is provided between the upper connecting outer ring plate and the lower connecting vertical rib plate (102), the negative bending moment steel bar is connected to the steel sleeve, and the upper connecting outer ring plate also serves as a column-column connection plate; the U-shaped steel web is welded to the column limb steel pipe;

[0010] Among them, the negative bending moment reinforcement is set as the negative reinforcement of the floor slab, and the positive bending moment area is set as the bottom longitudinal reinforcement of the U-shaped steel; the lower connecting vertical rib plate and the upper connecting outer ring plate are overlapped by a mortise and tenon structure.

[0011] Furthermore, the cavity partitions of the special-shaped multi-cavity steel tube concrete column are radially distributed, the partition angle is 30°-60°, and the ends of the partitions are welded and fixed to the inner wall of the square steel tube.

[0012] Furthermore, the mortise and tenon structure includes a T-shaped tenon provided at the top of the lower connecting vertical rib plate, and a corresponding dovetail groove provided at the bottom of the upper connecting outer ring plate, and the clearance fit tolerance between the tenon and the groove is H9 / d9.

[0013] Furthermore, threaded ribs are provided on the inner wall of the steel sleeve, the ratio of the sleeve outer diameter to the ring plate thickness is 1.5-2.0, and the angle between the sleeve axis and the beam axis is 85°-95°.

[0014] Furthermore, the outer edge of the upper connecting outer ring plate extends to form a column connecting wing plate, and the wing plate is provided with double rows of staggered bolt holes, and the hole spacing is 4-5 times the bolt diameter.

[0015] Furthermore, the surface of the longitudinal reinforcement at the bottom of the U-shaped steel is ribbed, and the distance between the center of the longitudinal reinforcement and the inner surface of the U-shaped steel bottom plate is the protective layer thickness + 1 / 2 longitudinal reinforcement diameter, and the protective layer thickness is ≥25mm.

[0016] Furthermore, an FRP bar grid is embedded in the concrete cavity, with a grid spacing of 100-150 mm, a diameter of the FRP bar of 6-10 mm, and is arranged at a 45° angle to the cavity axis.

[0017] Furthermore, a weight-reducing hole is opened on the side of the lower connecting vertical rib, and a stiffening ring is provided at the edge of the hole. The width of the stiffening ring is 1.2-1.8 times the thickness of the plate.

[0018] Furthermore, energy dissipation steel plates are set at the welding nodes of the column limb steel pipes. The thickness of the energy dissipation steel plates is 0.8-1.2 times the thickness of the column wall. Diamond holes are opened on the plates, and the long axis direction of the holes is consistent with the direction of the principal stress.

[0019] Compared with the prior art, the beneficial effects of the present invention are as follows: by arranging a serrated tenon on the web of the U-shaped composite beam, an efficient and stable overlap form is formed between the upper connecting outer ring plate and the lower connecting vertical rib plate, while improving the node connection stiffness and bearing performance, it reduces the excessive reliance on welding in traditional connections. This type of mechanical bite structure has good self-positioning and self-locking capabilities, which can effectively improve the tensile and shear resistance of the node and improve the seismic resistance of the node. Secondly, the adopted special-shaped multi-cavity steel tube concrete column is formed by welding a plurality of hot-rolled seamless square steel tubes at the corners to form a tube bundle structure, and reinforced concrete partitions and a plurality of independent cavities are arranged inside, which significantly improves the axial compression bearing capacity and stability of the column. The multi-cavity structure not only enhances the shear and bending resistance of the column, but also effectively disperses the stress concentration problem generated during earthquakes or other load transfer processes, improves the ductility and energy consumption capacity of the overall structure, enhances the seismic resistance of the component, and is suitable for the design and application of prefabricated structures in high-intensity earthquake zones. In addition, the steel sleeve connection provided in the connection node enables the negative reinforcement of the floor slab in the negative bending moment area to be effectively anchored to the steel bars in the column, avoiding the problem of disconnection or insufficient anchorage length of the floor slab steel bars in traditional connections, thereby achieving the continuity of the floor slab reinforcement and improving the structural integrity and the collaborative working ability of the floors. The positive bending moment area is reinforced by the longitudinal reinforcement at the bottom of the U-shaped steel, so that the node has excellent bending resistance under the action of positive and negative bending moments. Finally, the structural layout of the connection node combines assembly efficiency and architectural functionality. The upper and lower connecting plates not only serve as the beam-column connection function, but the upper connecting outer ring plate also serves as the column-column connection component, reducing the number of component types and installation procedures, which is conducive to standardized production and rapid on-site construction. At the same time, the node connection form is compact and the structure is reasonable, avoiding the interference of traditional outward-turned flanges on the building space and exterior wall layout, improving the building space utilization rate and the level of appearance integration. Overall, the present invention provides a prefabricated steel-concrete node solution with excellent structural performance, convenient construction, and strong adaptability, which has broad engineering application prospects and promotion value. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Various other advantages and benefits will become apparent to those skilled in the art upon reading the detailed description of the preferred embodiment below. The accompanying drawings are for illustration purposes only and are not to be considered as limiting the present invention. The same reference symbols are used throughout the drawings to represent the same components. In the drawings:

[0021] Figure 1A schematic structural diagram of a lap joint between an assembled steel-concrete U-shaped composite beam and a special-shaped multi-cavity steel tubular concrete column provided in an embodiment of the present invention;

[0022] Figure 2 Schematic diagram of the combined structure of the assembled steel-concrete U-shaped composite beam and the special-shaped multi-cavity steel tubular concrete column lap joint provided in an embodiment of the present invention.

[0023] Among them, 100-special-shaped multi-cavity steel tube concrete column; 110-partition; 200-U-shaped composite beam; 210-web; 211-serrated tenon; 220-lower flange plate; 230-upper flange plate; 240-longitudinal reinforcement; 300-steel sleeve; 310-negative bending moment reinforcement; 400-lower connecting vertical rib; 500-upper connecting outer ring plate; 700-floor slab negative reinforcement. DETAILED DESCRIPTION

[0024] Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. Although exemplary embodiments of the present disclosure are shown in the accompanying drawings, it should be understood that the present disclosure can be implemented in various forms and should not be limited by the embodiments set forth herein. On the contrary, these embodiments are provided to enable a more thorough understanding of the present disclosure and to fully convey the scope of the present disclosure to those skilled in the art. It should be noted that, unless there is a conflict, the embodiments of the present disclosure and the features in the embodiments can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in conjunction with the embodiments.

[0025] like Figure 1-Figure 2 As shown, in some embodiments of the present application, this embodiment provides a lap-joint node between an assembled steel-concrete U-shaped composite beam 200 and a special-shaped multi-cavity steel tube concrete column 100, comprising: a U-shaped composite beam 200, a special-shaped multi-cavity steel tube concrete column 100 and a connection node.

[0026] Specifically, the web 210 of the U-shaped composite beam 200 is provided with a serrated tenon 211, and the upper and lower flange plates 200 are respectively connected to the lower connecting vertical rib 400 and the upper connecting outer ring plate 500; the special-shaped multi-cavity steel tube concrete column 100 is formed by welding a plurality of hot-rolled seamless square steel tubes at the corners to form a square steel tube concrete tube bundle, and a separated concrete cavity and a reinforced concrete partition 110 are provided in the column; the connection node includes the lower connecting vertical rib 400 and the upper connecting outer ring plate 500; the lower connecting vertical rib 400 is welded to the column limb steel tube Outer wall and U-shaped steel outer wall; a steel sleeve 300 is provided between the upper connecting outer ring plate 500 and the lower connecting vertical rib 400 (102), the negative bending moment steel bar 310 is connected to the steel sleeve 300, and the upper connecting outer ring plate 500 also serves as a column-column connecting plate; the U-shaped steel web 210 is welded to the column limb steel pipe; wherein, the negative bending moment steel bar 310 is provided with the floor slab negative reinforcement 700, and the positive bending moment area is provided with the U-shaped steel inner bottom longitudinal reinforcement 240; the lower connecting vertical rib 400 and the upper connecting outer ring plate 500 are overlapped by a mortise and tenon structure.

[0027] It is understandable that by providing a serrated tenon 211 on the web 210 of the U-shaped composite beam 200, mechanical engagement and self-locking between the upper and lower connecting components are achieved, thereby enhancing the connection stability and overall stiffness of the node, reducing reliance on on-site welding, and thus improving construction quality and efficiency. The special-shaped multi-cavity steel tube concrete column 100 is formed by welding the corners of multiple hot-rolled seamless square steel tubes to form a tube bundle structure. The interior is divided into multiple concrete cavities and is provided with reinforced concrete partitions 110. This multi-cavity structure effectively improves the bearing capacity and seismic performance of the column and enhances the overall stability of the structure. The connection node adopts the lower connecting vertical rib 400 to be welded with the column limb steel tube and the U-shaped steel web 210, and the upper connecting outer ring plate 500 is connected to the negative bending moment steel bar 310 through the steel sleeve 300, forming a rigid and ductile connection system. At the same time, the upper connecting outer ring plate 500 also serves as a column-column connection plate, simplifying the structural layout. In the negative bending moment zone, steel sleeves 300 provide continuous anchorage for the negative reinforcement 700 of the floor slab, ensuring coordinated load-bearing between the floor slab and the columns. In the positive bending moment zone, longitudinal reinforcement 240 within the U-shaped steel bottom reinforces the joint's bending resistance. A mortise-and-tenon joint, lapped between the lower connecting vertical ribs 400 and the upper connecting outer ring plate 500, utilizes mechanical locking principles to enhance the joint's bearing capacity and shear resistance, achieving an efficient, reliable, and durable prefabricated structural connection.

[0028] Specifically, the cavity partitions 110 of the special-shaped multi-cavity steel tube concrete column 100 are radially distributed, the included angle of the partitions 110 is 30°-60°, and the ends of the partitions 110 are welded and fixed to the inner wall of the square steel tube.

[0029] Specifically, the mortise and tenon structure includes a T-shaped tenon provided at the top of the lower connecting vertical rib 400 and a corresponding dovetail groove provided at the bottom of the upper connecting outer ring plate 500. The clearance fit tolerance between the tenon and the groove is H9 / d9.

[0030] Specifically, the inner wall of the steel sleeve 300 is provided with threaded ribs, the ratio of the sleeve outer diameter to the ring plate thickness is 1.5-2.0, and the angle between the sleeve axis and the beam axis is 85°-95°.

[0031] Specifically, the outer edge of the upper connecting outer ring plate 500 extends to form a column connecting wing plate, and the wing plate is provided with double rows of staggered bolt holes, and the hole spacing is 4-5 times the bolt diameter.

[0032] Specifically, the surface of the longitudinal reinforcement 240 at the bottom of the U-shaped steel is ribbed, and the distance between the center of the longitudinal reinforcement 240 and the inner surface of the U-shaped steel bottom plate is the thickness of the protective layer + 1 / 2 the diameter of the longitudinal reinforcement 240, and the thickness of the protective layer is ≥25mm.

[0033] Specifically, an FRP bar grid is embedded in the concrete cavity, with a grid spacing of 100-150 mm, a diameter of 6-10 mm, and is arranged at a 45° angle to the cavity axis.

[0034] Specifically, a weight-reducing hole is opened on the side of the lower connecting vertical rib 400, and a stiffening ring is set at the edge of the hole. The width of the stiffening ring is 1.2-1.8 times the thickness of the plate.

[0035] Specifically, energy dissipation steel plates are set at the welding nodes of the column limb steel pipes. The thickness of the energy dissipation steel plates is 0.8-1.2 times the thickness of the column wall. Diamond holes are opened on the plates, and the long axis direction of the holes is consistent with the direction of the principal stress.

[0036] It is understandable that by the radially arranged multi-cavity partitions 110, multiple separation spaces with angles of 30°-60° are formed. The ends of the partitions 110 are fixed to the inner wall of the square steel tube by gap welding, which enhances the overall stability and bearing capacity of the column, while achieving effective separation and mechanical transmission of the concrete cavity. The mortise and tenon structure uses a T-shaped tenon at the top of the lower connecting vertical rib 400 to match the dovetail groove at the bottom of the upper connecting outer ring plate 500. The gap tolerance is controlled within the range of H9 / d9 to ensure the precise fitting and mechanical locking of the node connection, thereby improving the stiffness and shear resistance of the connection. The inner wall of the steel sleeve 300 is provided with threaded ribs to enhance the bonding strength between the sleeve and the ring plate. The sleeve size and angle design (the ratio of the sleeve outer diameter to the ring plate thickness is 1.5-2.0, and the axis angle is 85°-95°) ensure the effectiveness of force transmission and the stability of the node. The outer edge of the upper connecting outer ring plate 500 extends to form a column connection wing plate with double rows of staggered bolt holes. The hole spacing is 4-5 times the bolt diameter to ensure the safety of the bolt connection and uniform stress. The bottom longitudinal reinforcement 240 in the U-shaped steel is ribbed and provided with an appropriate protective layer to enhance the bonding performance and corrosion resistance between the steel bar and concrete. The FRP bar grid embedded in the concrete cavity adopts a 45° cross-arrangement, and the grid spacing and diameter are reasonably controlled to improve the crack resistance and overall toughness of the concrete. Weight-reducing holes are opened on the side of the lower connecting vertical rib plate 400, and stiffening rings are set at the edge of the hole to compensate for local stiffness and prevent stress concentration. The energy dissipation steel plate installed at the column limb steel pipe welding node has a thickness of 0.8-1.2 times that of the column wall, and diamond holes are opened on the plate in the same direction as the main stress to achieve energy dissipation and plastic deformation, significantly improving the seismic buffering capacity of the node and the safety of the overall structure.

[0037] It can be seen that the radially arranged partitions 110 effectively enhance the overall stiffness and load-bearing capacity of the special-shaped multi-cavity concrete-filled steel tubular column 100. Furthermore, the gap welding between the partitions 110 and the inner wall of the square steel tube ensures a secure connection and uniform force transmission. The mortise and tenon structure utilizes high-precision T-shaped tenons and dovetail grooves, improving the assembly accuracy and mechanical locking performance of the connection node, enhancing the node's stability and shear resistance. The inner wall of the steel sleeve 300 features threaded ribs and a well-designed size and angle, enhancing the bond strength and force transmission efficiency between the steel bar and the connecting plate. The column connection wing extending from the upper connecting outer ring plate 500 is equipped with double rows of staggered bolt holes, ensuring a secure and uniform connection and improving the node's load-bearing capacity and reliability. The U-shaped steel inner bottom longitudinal reinforcement 240 is ribbed and provided with an ample protective layer, enhancing the bond and durability between the steel bar and concrete. The FRP bar grid embedded within the concrete cavity effectively enhances the concrete's crack resistance and structural toughness. The weight-reducing holes in the lower connecting vertical ribs 400, combined with the stiffening ring design, reduce the deadweight of the joint while maintaining structural rigidity and avoiding stress concentration. The energy-dissipating steel plates and their diamond-shaped holes at the welded joints of the column limbs achieve effective energy dissipation and plastic deformation capacity, significantly improving the joint's seismic resistance and structural safety, thus meeting the dual requirements of efficient construction and excellent performance required of prefabricated buildings.

[0038] Example 1:

[0039] The present invention provides a lap joint of an assembled steel-concrete U-shaped composite beam 200 and a special-shaped multi-cavity steel tubular concrete column 100, comprising a U-shaped composite beam 200, a special-shaped multi-cavity steel tubular concrete column 100 and a connection node.

[0040] The web 210 of the U-shaped composite beam 200 is provided with a serrated tenon 211, the shape of which matches the upper surface of the concrete floor slab; the upper and lower flange plates 200 of the U-shaped composite beam 200 are respectively provided with a lower connecting vertical rib 400 and an upper connecting outer ring plate 500 for connecting to the special-shaped multi-cavity steel tube concrete column 100, and the lower connecting vertical rib 400 and the upper connecting outer ring plate 500 are both made of Q345B steel with a thickness of 8 mm and 10 mm respectively.

[0041] The special-shaped multi-cavity steel tube concrete column 100 is made of 6 Q345B hot-rolled seamless square steel tubes welded at the corners to form a square steel tube concrete tube bundle with good integrity. The welding method is CO2 gas shielded welding; 4 concrete cavities are arranged inside the column, and the cavities are separated by reinforced concrete partitions 110 with a thickness of 5 mm. The partitions 110 adopt HRB400 reinforced concrete structure, the steel bars have a diameter of 8 mm, and the spacing is 200 mm.

[0042] The connection node includes a lower connecting vertical rib 400 and an upper connecting outer ring plate 500. The lower connecting vertical rib 400 is directly welded to the outer wall of the column steel pipe and the outer wall of the U-shaped steel. The welding method is CO2 gas shielded welding. Its structure is simple, the force transmission path is direct, and it will not affect the aesthetics of the building. A steel sleeve 300 with a diameter of 20 mm is arranged between the upper connecting outer ring plate 500 and the lower connecting vertical rib 400. The negative bending moment steel bar 310 is connected to the steel sleeve 300 welded on the upper connecting outer ring plate 500, and the ring plate also serves as a column-column connecting plate, realizing the beam-column and column-column connections at the same time.

[0043] 25mm Φ floor slab negative reinforcement 700 is installed in the negative bending moment area, and 20mm Φ U-shaped steel inner bottom longitudinal reinforcement 240 is installed in the positive bending moment area. This design ensures that when the bearing capacity of the U-shaped steel decreases, the internal concrete and longitudinal reinforcement 240 can still form a nearly reinforced concrete beam, delaying structural failure. The U-shaped steel web 210 is welded to the column limb steel pipe to transmit the beam's shear force.

[0044] The connection between the lower connecting vertical rib 400 and the upper connecting outer ring plate 500 adopts a mortise and tenon connection method. The design of the mortise and tenon structure makes the connection tighter and more stable, while avoiding the welding work in the traditional connection method, thereby improving the controllability of construction quality.

[0045] Example 2:

[0046] The present invention provides a lap joint of an assembled steel-concrete U-shaped composite beam 200 and a special-shaped multi-cavity steel tubular concrete column 100, comprising a U-shaped composite beam 200, a special-shaped multi-cavity steel tubular concrete column 100 and a connection node.

[0047] The web 210 of the U-shaped composite beam 200 is provided with a serrated tenon 211, the shape of which matches the upper surface of the concrete floor slab; the upper and lower flange plates 200 of the U-shaped composite beam 200 are respectively provided with a lower connecting vertical rib 400 and an upper connecting outer ring plate 500 for connecting to the special-shaped multi-cavity steel tube concrete column 100, and the lower connecting vertical rib 400 and the upper connecting outer ring plate 500 are both made of Q420C steel with a thickness of 10 mm and 12 mm respectively.

[0048] The special-shaped multi-cavity steel tube concrete column 100 is made of 8 Q420C hot-rolled seamless square steel tubes welded at the corners to form a square steel tube concrete tube bundle with good integrity. The welding method is automatic arc welding; 6 concrete cavities are arranged inside the column, and the cavities are separated by reinforced concrete partitions 110 with a thickness of 8 mm. The partitions 110 adopt HRB500 reinforced concrete structure, the steel bars have a diameter of 12 mm, and the spacing is 250 mm.

[0049] The connection node includes a lower connecting vertical rib 400 and an upper connecting outer ring plate 500. The lower connecting vertical rib 400 is directly welded to the outer wall of the column steel pipe and the outer wall of the U-shaped steel. The welding method is automatic arc welding. Its structure is simple, the force transmission path is direct, and it will not affect the aesthetics of the building. A steel sleeve 300 with a diameter of 25 mm is arranged between the upper connecting outer ring plate 500 and the lower connecting vertical rib 400. The negative bending moment steel bar 310 is connected to the steel sleeve 300 welded on the upper connecting outer ring plate 500, and the ring plate also serves as a column-column connecting plate, realizing the beam-column and column-column connections at the same time.

[0050] Φ32mm floor slab negative reinforcement 700 is installed in the negative bending moment area, and Φ25mm U-shaped steel inner bottom longitudinal reinforcement 240 is installed in the positive bending moment area. This design ensures that when the bearing capacity of the U-shaped steel decreases, the internal concrete and longitudinal reinforcement 240 can still form a nearly reinforced concrete beam, delaying structural failure. The U-shaped steel web 210 is welded to the column limb steel pipe to transmit the beam's shear force.

[0051] The connection between the lower connecting vertical rib 400 and the upper connecting outer ring plate 500 adopts a mortise and tenon connection method. The design of the mortise and tenon structure makes the connection tighter and more stable, while avoiding the welding work in the traditional connection method, thereby improving the controllability of construction quality.

[0052] In the above embodiment, by providing a serrated tenon 211 on the web 210 of the U-shaped composite beam 200, an efficient and stable overlap is formed between the upper connecting outer ring plate 500 and the lower connecting vertical rib 400, thereby improving the node connection stiffness and load-bearing performance while reducing the excessive reliance on welding in traditional connections. This type of mechanical interlocking structure has good self-positioning and self-locking capabilities, which can effectively improve the tensile and shear resistance of the node and improve the seismic resistance of the node. Secondly, the adopted special-shaped multi-cavity steel tube concrete column 100 is composed of multiple hot-rolled seamless square steel tubes welded at the corners to form a tube bundle structure, with reinforced concrete partitions 110 and multiple independent cavities arranged inside, which significantly improves the axial compressive bearing capacity and stability of the column. The multi-cavity structure not only enhances the shear and bending resistance of the column, but also effectively disperses the stress concentration problems caused by earthquakes or other load transfer processes, improves the ductility and energy dissipation capacity of the overall structure, and enhances the seismic resistance of the component, making it suitable for the design and application of prefabricated structures in high-intensity earthquake zones. Furthermore, the steel sleeve 300 provided in the connection node enables the negative reinforcement 700 of the floor slab in the negative moment zone to be effectively anchored to the column reinforcement, avoiding the problems of disconnected floor slab reinforcement or insufficient anchorage length in traditional connections. This ensures continuity in the floor slab reinforcement, improving structural integrity and interoperability between floors. The positive moment zone is reinforced by the inner longitudinal reinforcement 240 of the U-shaped steel, ensuring the node has excellent bending resistance under both positive and negative moments. Finally, the structural layout of this connection node combines assembly efficiency with architectural functionality. The upper and lower connecting plates not only serve as beam-column connections, but the upper connecting outer ring plate 500 also serves as a column-to-column connection. This reduces the number of components and installation steps, facilitating standardized production and rapid on-site construction. Furthermore, the node's compact and rational structure avoids the interference of traditional outward-turned flanges on the building space and exterior wall layout, improving building space utilization and the level of visual integration. Overall, the present invention provides a prefabricated steel-concrete node solution with excellent structural performance, convenient construction, and strong adaptability, promising broad engineering applications and promotional value.

[0053] Those skilled in the art will appreciate that the embodiments of the present application may be provided as methods, systems, or computer program products. Therefore, the present application may take the form of a complete hardware embodiment, a complete software embodiment, or a combination of software and hardware embodiments. Furthermore, the present application may take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to magnetic disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0054] The present application is described with reference to the flowcharts and / or block diagrams of the methods, devices (systems) and computer program products according to the embodiments of the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of the processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 a process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0055] These computer program instructions may also be stored in a computer readable memory that can direct a computer or other programmable data processing device to work in a specific manner, so that the instructions stored in the computer readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 a process or multiple processes and / or boxes Figure 1 The function specified in one or more boxes.

[0056] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operational steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing the instructions executed on the computer or other programmable device for implementing the process. Figure 1 a process or multiple processes and / or boxes Figure 1 The steps for the function specified in one or more boxes.

[0057] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and not to limit it. Although the present invention has been described in detail with reference to the above embodiments, ordinary technicians in the field should understand that the specific implementation methods of the present invention can still be modified or replaced by equivalents. Any modification or equivalent replacement that does not depart from the spirit and scope of the present invention should be covered by the scope of protection of the claims of the present invention.

Claims

1. A lap joint between an assembled steel-concrete U-shaped composite beam and a special-shaped multi-cavity steel tubular concrete column, characterized in that: include: U-shaped composite beams, special-shaped multi-cavity concrete-filled steel tubular columns and connection nodes; The web of the U-shaped composite beam is provided with a serrated tenon, and the upper and lower flange plates are connected to the lower connecting vertical rib plate and the upper connecting outer ring plate respectively; Special-shaped multi-cavity concrete-filled steel tube columns are made by welding multiple hot-rolled seamless square steel tubes at their corners to form a concrete-filled steel tube bundle. Separated concrete cavities and reinforced concrete partitions are set inside the columns. The connection node includes a lower connecting vertical rib plate and an upper connecting outer ring plate; the lower connecting vertical rib plate is welded to the outer wall of the column limb steel tube and the outer wall of the upper connecting outer ring plate; a steel sleeve is provided between the upper connecting outer ring plate and the lower connecting vertical rib plate, and the negative bending moment steel bar is connected to the steel sleeve, and the upper connecting outer ring plate also serves as the column-column connection plate; the U-shaped steel web is welded to the column limb steel tube; Among them, the negative bending moment reinforcement is set as the negative reinforcement of the floor slab, and the positive bending moment area is set as the bottom longitudinal reinforcement of the U-shaped steel; the lower connecting vertical rib plate and the upper connecting outer ring plate are overlapped by a mortise and tenon structure.

2. The assembled steel-concrete U-shaped composite beam and special-shaped multi-cavity concrete-filled steel tubular column lap joint according to claim 1, characterized in that: The tooth height of the serrated tenon is 1 / 8-1 / 6 of the web height, the tooth root width is 1.2-1.5 times the tooth height, and the tooth tip chamfer radius is ≤5mm.

3. The lap joint of the assembled steel-concrete U-shaped composite beam and the special-shaped multi-cavity concrete-filled steel tubular column according to claim 1, characterized in that: The cavity partitions of the special-shaped multi-cavity steel tube concrete column are distributed radially, with the partition angle being 30°-60°. The ends of the partitions are welded and fixed to the inner wall of the square steel tube.

4. The lap joint of the assembled steel-concrete U-shaped composite beam and the special-shaped multi-cavity concrete-filled steel tubular column according to claim 1, characterized in that: The mortise and tenon structure includes a T-shaped tenon at the top of the lower connecting vertical rib plate and a corresponding dovetail groove at the bottom of the upper connecting outer ring plate. The clearance fit tolerance between the tenon and the groove is H9 / d9.

5. The lap joint of the assembled steel-concrete U-shaped composite beam and the special-shaped multi-cavity concrete-filled steel tubular column according to claim 1, characterized in that: The inner wall of the steel sleeve is provided with threaded ribs, the ratio of the sleeve outer diameter to the ring plate thickness is 1.5-2.0, and the angle between the sleeve axis and the beam axis is 85°-95°.

6. The assembled steel-concrete U-shaped composite beam and special-shaped multi-cavity concrete-filled steel tubular column lap joint according to claim 1, characterized in that: The outer edge of the upper connecting outer ring plate extends to form a column connecting wing plate, and the wing plate is provided with double rows of staggered bolt holes, and the hole spacing is 4-5 times the bolt diameter.

7. The assembled steel-concrete U-shaped composite beam and special-shaped multi-cavity concrete-filled steel tubular column lap joint according to claim 1, characterized in that: The surface of the longitudinal reinforcement at the bottom of the U-shaped steel is ribbed, and the distance between the center of the longitudinal reinforcement and the inner surface of the U-shaped steel bottom plate is the protective layer thickness + 1 / 2 longitudinal reinforcement diameter, and the protective layer thickness is ≥25mm.

8. The lap joint of the assembled steel-concrete U-shaped composite beam and the special-shaped multi-cavity concrete-filled steel tubular column according to claim 1, characterized in that: The FRP reinforcement grid is embedded in the concrete cavity, with a grid spacing of 100-150mm, a diameter of 6-10mm and an angled cross arrangement of 45° with the cavity axis.

9. The assembled steel-concrete U-shaped composite beam and special-shaped multi-cavity concrete-filled steel tubular column lap joint according to claim 1, characterized in that: A weight-reducing hole is opened on the side of the lower connecting vertical rib, and a stiffening ring is set at the edge of the hole. The width of the stiffening ring is 1.2-1.8 times the thickness of the plate.

10. The assembled steel-concrete U-shaped composite beam and special-shaped multi-cavity concrete-filled steel tubular column lap joint according to claim 1, characterized in that: Energy dissipation steel plates are set at the welding nodes of the column limb steel pipes. The thickness of the energy dissipation steel plates is 0.8-1.2 times the thickness of the column wall. Diamond holes are opened on the plates, and the long axis direction of the holes is consistent with the direction of the principal stress.

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