Reinforced Concrete-Filled Steel Tube Columns and Their Fabrication Methods

Abstract

This invention discloses a reinforced concrete-tube steel column with separate steel reinforcement and its fabrication method, belonging to the field of building structure technology. Addressing the problems of easy deformation during fabrication and transportation, difficulty in controlling on-site welding quality, and uneven concrete confinement in traditional monolithic concrete-tube steel columns, this reinforced concrete-tube steel column employs a method of assembling multiple steel components to form the column shell. Tie bars and stirrups are pre-welded to the inner walls of each steel component in the factory to form steel assemblies, allowing the stirrups and steel components to jointly constitute an open confinement structure. After assembly, the projected portions of each confinement structure overlap, and finally, concrete is poured to form a unified structure. This structure can be used in steel structures, steel-concrete composite structures, and prefabricated buildings, and is particularly suitable for building scenarios requiring rapid construction and high seismic performance.

Description

Technical Field

[0001] This invention relates to the field of building structure technology, specifically to a reinforced concrete tube column with separate steel reinforcement and its manufacturing method. Background Technology

[0002] Reinforced concrete-tube steel columns combine the advantages of both steel and concrete, exhibiting high load-bearing capacity, good ductility, and excellent seismic and fire resistance, making them widely used in building structures. Traditional concrete-tube steel columns typically use monolithically formed square, rectangular, or irregularly shaped steel tubes filled with concrete. However, this type of monolithic concrete-tube steel column has some limitations in practical applications.

[0003] Firstly, in terms of manufacturing and transportation, large-sized or thin-walled integral steel pipes are prone to deformation, affecting the precision of the components. This is mainly because it is difficult for integral steel pipes to maintain their initial shape and dimensions throughout the manufacturing, hoisting, and long-distance transportation processes.

[0004] Secondly, in terms of on-site construction, the connections between columns and beams, and between columns themselves, require extensive on-site welding. For thin-walled steel pipes, on-site welding conditions are often difficult to guarantee, easily leading to localized warping and deformation of the pipe walls, which in turn affects the column's geometry and load-bearing capacity. Controlling on-site welding quality and deformation is a key challenge in construction.

[0005] In addition, in terms of material performance, the constraint effect of the integral steel pipe on the internal concrete is mainly concentrated in the corner area, while the constraint effect of the straight section steel plate is relatively weak. This means that the synergistic working performance of the two materials, steel and concrete, cannot be fully utilized.

[0006] Therefore, there is a need in this field for a new type of concrete-filled steel tubular column structure that can improve upon the aforementioned problems in its fabrication, transportation, and on-site construction while retaining the advantages of traditional concrete-filled steel tubular columns. Summary of the Invention

[0007] This invention provides a reinforced concrete-tube column with separate steel tubes, which is made by disassembling a whole steel tube into multiple steel parts, pre-welding tie bars and stirrups in the factory, assembling them on site and then pouring concrete. This achieves "zero welding and zero bolt connection on site" and can achieve mechanical properties that are equivalent to or similar to those of a whole steel tube column.

[0008] To achieve these and other advantages according to the present invention, a reinforced confined concrete tubular column is provided, comprising:

[0009] The cylindrical outer shell is tubular and constructed from multiple assembled steel components.

[0010] Multiple sets of reinforcing steel components are located inside the outer shell of the column, and each set of reinforcing steel components is correspondingly set to each steel profile. The reinforcing steel components include multiple tie bars and stirrups arranged at intervals along the length direction of the outer shell of the column. The tie bars and stirrups are connected to the inner wall of their corresponding steel profiles. The stirrups and the steel profiles together form a constraint structure that is open on at least one side before assembly. The projection portions of the stirrups on different steel profiles on the cross section of the outer shell of the column overlap.

[0011] Multiple tie rods are provided at the joints of adjacent steel members inside the outer shell of the column, and the tie rods include:

[0012] A support rod, one end of which is connected to the inner wall of one of the adjacent steel profiles, and the other end of which is detachably provided with a limiting plate with a size larger than the cross-section of the support rod;

[0013] The connecting plate is circular, and a notch is provided on the edge of the connecting plate to form a hook. A support hole is provided near the edge of the connecting plate, and the connecting plate is rotatably sleeved on the outer periphery of the support rod through the support hole;

[0014] A fixing block is fixedly installed on the inner side wall of another steel component in an adjacent steel component. The fixing block is provided with a locking groove, and the hook is hung at the locking groove to lock the connecting plate to the fixing block.

[0015] Concrete, which fills the cavity of the column shell and embeds the steel reinforcement assembly and the tie rod.

[0016] In this technical solution, the constraint structure with at least one open side is an open hoop, which functions to constrain the core concrete.

[0017] This scheme employs a technical approach that assembles the column shell from multiple steel profiles, reinforced steel components (including tie rods and stirrups pre-welded to the inner walls of each steel profile), and the stirrups and steel profiles together form an open constraint structure. This not only results in excellent load-bearing performance of the steel-concrete composite column, but also, after assembly, the overlapping areas of the open constraint structures on the cross-sectional projection, combined with the subsequent concrete, constitute a spatially interwoven constraint system. This provides uniform and effective constraint on the core concrete, overcoming the weakness of constraint in straight sections of the integral steel tube, thus significantly improving the load-bearing capacity, ductility, and seismic performance of the steel-concrete composite column. Furthermore, it makes the steel-concrete composite column suitable for rapid on-site assembly. The steel-concrete composite column structure itself is composed of modular units (steel profiles and their attached reinforcing steel components), providing a foundation for rapid, weld-free on-site assembly. The tie rods, connecting plates, and fixing blocks in this technical scheme can lock and fix adjacent steel profile components, preventing separation and misalignment of the assembled steel profile components during concrete pouring, ensuring the stability of the overall column shell structure, and improving the forming quality of the steel-concrete composite column.

[0018] Preferably, in the steel-reinforced separated steel tube concrete column, the other end of the support rod is provided with a threaded hole, a screw is movably inserted into the threaded hole, and the end of the screw located outside the threaded hole is provided with the limiting plate.

[0019] In this design, the rotating limiting plate can simultaneously drive the screw to rotate, causing the screw to move out of the threaded hole, which facilitates the assembly and disassembly of the connecting plate on the support rod. After the screw moves into the threaded hole and is tightened, the limiting plate can prevent the connecting plate from detaching from the support rod during operation.

[0020] Preferably, in the aforementioned reinforced concrete-filled steel tube column, the cross-sectional shape of the column shell is one of rectangular, L-shaped, T-shaped, or cross-shaped.

[0021] The various cross-sectional shapes of the main body shell in this design enable the steel-concrete composite column of this invention to flexibly adapt to different building structure design requirements, thus broadening the application scope of the steel-concrete composite column.

[0022] Preferably, in the aforementioned reinforced concrete-filled steel tube column, the steel components are channel steel or angle steel.

[0023] Channel steel or angle steel are commonly used standard parts or are easy to process and form, easy to implement, and have mature technology, which helps to reduce costs and ensure the stability of component quality.

[0024] Preferably, in the reinforced concrete-filled steel tube column, the two ends of the tie rod and the two ends of the stirrup are respectively connected to the inner sides of the two flanges of the steel member.

[0025] The connection method of this technical solution provides a solid anchorage for the reinforcing bars, ensuring the effectiveness of the open constraint structure formed by the stirrups and the steel profiles under stress, thereby guaranteeing the reliability of the coordinated work of the tie bars, stirrups and steel profiles.

[0026] This invention also provides a method for manufacturing a reinforced concrete-filled steel tube column, comprising the following steps:

[0027] Step 1: Prefabricate the required number of steel profiles, tie rods, stirrups, support rods, connecting plates, and fixing blocks in the factory, and install the tie rods, stirrups, support rods, connecting plates, and fixing blocks on their corresponding steel profiles to form steel profile assemblies.

[0028] Step 2: Transport the various steel components to the construction site;

[0029] Step 3: Assemble the various steel components to form a columnar shell with the required cross-sectional shape. At the same time, each fixing block pushes its paired connecting plate to rotate around the support rod until the hook of the connecting plate hooks into the locking groove of the fixing block, so as to lock and connect adjacent steel components.

[0030] Step 4: Pour concrete into the cavity of the column shell to embed the fixing block, connecting plate, support rod, stirrups, and tie rods;

[0031] Step 5: Cur the concrete to its design strength.

[0032] This method involves completing the installation of tie rods, stirrups, support rods, connecting plates, and fixing blocks entirely in the factory. This ensures excellent processing conditions, effectively controlling welding deformation and guaranteeing component precision and quality. On-site work only involves assembling the steel components and pouring concrete, achieving "zero on-site welding," significantly simplifying on-site procedures, improving construction efficiency, and shortening the construction period.

[0033] Preferably, in the method for manufacturing the reinforced concrete tubular column with separate steel tubes, the tie bars, stirrups, support rods, and fixing blocks are all connected to the steel profile by welding.

[0034] The welded connections are strong and reliable, ensuring the integrity between the reinforcing steel components and the structural steel parts, and providing a solid foundation for their collaborative work in the post-cast concrete.

[0035] Preferably, in the method for manufacturing the reinforced concrete-tube steel column with separate steel reinforcement, the steel profile is made by bending steel plates.

[0036] The method and process of this solution are mature, making it easy to flexibly manufacture steel parts with various cross-sectional shapes according to design requirements. It is particularly suitable for producing thin-walled steel parts, which helps to achieve lightweight structure.

[0037] The present invention also provides a steel-concrete composite frame structure, comprising:

[0038] The reinforced concrete tubular column with separate steel tube as described in any of the above or multiple technical solutions;

[0039] Multiple steel beams, each with its two ends connected to one of the steel profiles of the outer shell of two adjacent columns.

[0040] The frame structure in this scheme inherits all the advantages of the steel-reinforced separated steel tube concrete column, and further realizes the modular prefabrication and rapid installation of the overall structure, which significantly improves the construction efficiency and construction quality of large frame structures.

[0041] The present invention also provides a method for manufacturing a steel-concrete composite frame structure, comprising the following steps:

[0042] Step 1: Prefabricate the required number of steel profiles, tie rods, stirrups, support rods, connectors, fixing blocks, and steel beams in the factory. Install the tie rods, stirrups, support rods, connecting plates, and fixing blocks on their corresponding steel profiles to form steel profile assemblies. According to the drawings, connect the two ends of the steel beams to their corresponding steel profiles to form a single frame.

[0043] Step 2: Transport each individual frame to the construction site;

[0044] Step 3: Hoist each individual frame to the design position and assemble them to form an overall frame structure. During this process, each steel component is assembled into a column shell with the required cross-sectional shape. At the same time, each fixing block pushes its paired connecting plate to rotate around the support rod until the hook of the connecting plate is hooked into the locking groove of the fixing block, so as to lock and connect adjacent steel components.

[0045] Step 4: Pour concrete into the cavity of the column shell to embed the fixing block, connecting plate, support rod, stirrups, and tie rods;

[0046] Step 5: Cur the concrete to its design strength.

[0047] The method in this solution maximizes modularity by first connecting steel beams and structural steel components into a "single frame" in the factory, minimizing on-site high-altitude work and complex connections, thereby greatly improving the construction speed, safety, and overall quality of large frame structures.

[0048] The present invention has at least the following beneficial effects:

[0049] In terms of structural performance, the column shell is assembled from multiple steel profiles, with tie rods and stirrups pre-welded to the inner surfaces of each profile in the factory to form a steel reinforcement assembly. This allows the stirrups and steel profiles to form an open-restrained structure. After on-site assembly, the projections of the stirrups of each restraint structure onto the column cross-section form overlapping areas. After concrete pouring, this creates a spatially interwoven restraint system, significantly enhancing the restraint effect on the core concrete. This overcomes the weakness of the restraint effect of monolithic steel pipes in straight sections, effectively improving the column's load-bearing capacity, ductility, and seismic performance. Regarding fabrication and construction, all welding operations are completed in the factory under controlled conditions, effectively avoiding the problems of easy deformation and quality assurance associated with on-site welding of thin-walled steel profiles. Furthermore, the disassembled steel profiles are easy to transport, reducing the risk of deformation. On-site work only requires assembling the steel profiles and pouring concrete, achieving zero welding operations, significantly simplifying the process, reducing reliance on worker skills, improving construction efficiency, and shortening the construction period. This solution has wide applicability; by selecting different steel profiles, columns with various cross-sectional shapes such as rectangular, L-shaped, and T-shaped can be flexibly combined. Furthermore, based on the construction method of this column, steel beams and steel components can be connected in the factory to form a single frame, realizing the modular prefabrication and rapid installation of the overall frame structure, and comprehensively improving the level of industrialized construction of steel structure engineering.

[0050] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Attached Figure Description

[0051] Figure 1 This is a top view and a split view of the reinforced concrete tubular column structure according to Example 1.

[0052] Figure 2 This is a top view and a split view of the reinforced concrete tubular column structure according to Example 2.

[0053] Figure 3 This is a top view and a split view of the reinforced concrete tubular column structure according to Example 3.

[0054] Figure 4 This is a top view and a split view of the reinforced concrete tubular column structure according to Example 4.

[0055] Figure 5 This is a top view and a breakdown diagram of the steel-concrete composite frame structure in Example 6;

[0056] Figure 6 This is a schematic diagram of the exploded structure of the steel-concrete composite frame structure in Example 6;

[0057] Figure 7This is a side view of the connecting plate and the fixing block of the tie member in the separated state and the interlocking state, respectively, in Embodiment 1.

[0058] Figure 8 This is a top view of the connection plate and fixing block of the tie member in the first embodiment, showing their interlocking state.

[0059] Among them, 1-rectangular steel-reinforced separated concrete-filled steel tube column, 2-channel steel, 3-tie bar, 4-stirrup, 5-concrete, 6-connecting plate, 7-fixing block, 8-angle steel, 9-L-shaped steel-reinforced separated concrete-filled steel tube column, 10-steel beam, 11-support rod, 12-locking groove. Detailed Implementation

[0060] The present invention will now be described in further detail with reference to the accompanying drawings, so that those skilled in the art can implement it based on the description.

[0061] It should be understood that terms such as “having,” “comprising,” and “including” as used herein do not exclude the presence or addition of one or more other elements or combinations thereof.

[0062] It should be noted that, unless otherwise specified, the experimental methods described in the following embodiments are conventional methods, and the reagents and materials described are commercially available. In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "setting" should be interpreted broadly. For example, they can refer to fixed connection or setting, detachable connection or setting, or integral connection or setting. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances. The terms "lateral," "longitudinal," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this invention and simplifying the description. They 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, and therefore should not be construed as a limitation of this invention.

[0063] Example 1

[0064] like Figure 1 , Figure 7 , Figure 8As shown, this invention provides a reinforced concrete tube column 1 with a rectangular cross-section, comprising a rectangular tubular column shell composed of two channel steels 2 with openings facing each other and spliced ​​together. At least one tie rod is provided at each splice joint of the two channel steels 2 to lock them together. If the number of tie rods at each splice joint is not less than two, the tie rods are distributed along the length of the splice joint. Each tie rod includes a support rod 11, a connecting plate 6, and a fixing block 7. One end of the support rod 11 is connected to the inner wall of the joint of one of the channel steels 2, and the other end of the support rod 11 is detachably provided with a limiting plate larger than the cross-section of the support rod 11. The connecting plate 6 is circular with a notch on its edge, forming a hook. A support hole is provided near the edge of the connecting plate 6, through which the connecting plate 6 is rotatably fitted onto the outer periphery of the support rod 11. The limiting plate facilitates the connection plate 6 in... The support rod 11 is disassembled and the connecting plate 6 is prevented from detaching from the support rod 11. The fixing block 7 is fixedly set on the inner side wall of the docking of another channel steel 2. The fixing block 7 is provided with a locking groove 12. The hook of the connecting plate 6 is hooked in the locking groove 12 to lock the connecting plate 6 and the fixing block 7, thereby locking and fixing the positions of the two channel steels 2. Two sets of steel reinforcement components are provided inside the column shell. Each set of steel reinforcement components is connected to one channel steel 2. Specifically, the steel reinforcement component includes multiple tie bars 3 and multiple stirrups 4. The two ends of each tie bar 3 and the two ends of each stirrup 4 are respectively connected to the inner side wall of the two flanges of the channel steel 2. The stirrups 4 and the channel steel 2 together form a constraint structure that is open on one side before assembly, namely a C-shaped hoop. Each tie bar 3 and each stirrup 4 are arranged at intervals along the length of the channel steel 2. The projection of the stirrups 4 on the cross section of the column shell overlaps. The cavity of the column shell is filled with concrete 5 that embeds each set of steel reinforcement components and each tie bar.

[0065] The method for constructing the reinforced concrete tubular column with separate steel tubes in this embodiment is as follows:

[0066] Step 1: In the factory, a pair of channel steels 2 are prefabricated by cold bending or hot bending of steel plates. The required number and shape of tie bars 3 and stirrups 4 are prefabricated by cutting or bending steel bars. The required number of support rods 11, connecting plates 6, and fixing blocks 7 are also prefabricated. The tie bars 3 and stirrups 4 are arranged along the length of their corresponding channel steels 2. Then, the two ends of the tie bars 3 and the two ends of the stirrups 4 are welded to the inner side walls of the two flanges of their corresponding channel steels 2. The paired support rods 11, connecting plates 6, and fixing blocks 7 are arranged along the length of the channel steels 2 and fixedly installed at appropriate positions on the inner walls of the two channel steels 2 to assemble the steel components. At this time, the stirrups 4 and the channel steels 2 together form a constraint structure that is open on one side before assembly, namely a C-shaped hoop.

[0067] Step 2: Transport the two sets of steel components to the construction site;

[0068] Step 3: Assemble the two sets of steel components to form a rectangular column shell from a pair of channel steels 2. At the same time, each fixing block 7 pushes its paired connecting plate 6 to rotate around the support rod 11 until the hook of the connecting plate 6 hooks into the locking groove 12 of the fixing block 7, thereby locking the two channel steels 2 together. Each tie rod 3 and each stirrup 4 is located in the cavity of the column shell, and the projection of the stirrups 4 on each channel steel 2 on the cross-section of the column shell overlaps. The tie members composed of each fixing block 7, connecting plate 6, and support rod 11, together with the crisscrossing tie rods 3 and stirrups 4 and channel steel 2, constitute a strong constraint system.

[0069] Step 4: Pour self-compacting concrete 5 into the cavity of the column shell to embed the fixing block 7, connecting plate 6, support rod 11, stirrup 4, and tie rod 3;

[0070] Step 5: Cure the concrete to the design strength, and the steel-concrete composite column is completed.

[0071] Example 2

[0072] like Figure 2As shown, this invention provides another type of reinforced concrete tubular column 1 with a rectangular cross-section, comprising a tubular column shell with a rectangular cross-section. The column shell is composed of two angle steels 8 with openings facing each other and spliced ​​together. At least one tie member is provided at each splice joint of the two angle steels 8 to lock the two angle steels 8 together. If the number of tie members at each splice joint is not less than two, the tie members are distributed along the length of the splice joint. Each tie member includes a support rod 11, a connecting plate 6, and a fixing block 7. One end of the support rod 11 is connected to the inner side wall of the joint of one of the angle steels 8, and the other end of the support rod 11 is detachably provided with a limiting plate with a size larger than the cross-section of the support rod 11. The connecting plate 6 is a circle with a notch on the edge, and the notch forms a hook. A support hole is provided near the edge of the connecting plate 6, and the connecting plate 6 is rotatably sleeved on the outer periphery of the support rod 11 through the support hole. The limiting plate facilitates the connection plate 6 in... The support rod 11 is disassembled and the connecting plate 6 is prevented from detaching from the support rod 11. The fixing block 7 is fixedly set on the inner wall of another angle steel 8. The fixing block 7 is provided with a locking groove 12. The hook of the connecting plate 6 is hooked in the locking groove 12 to lock the connecting plate 6 and the fixing block 7, thereby locking and fixing the positions of the two angle steels 8. Two sets of steel reinforcement components are provided inside the column shell. Each set of steel reinforcement components is connected to one angle steel 8. Specifically, the steel reinforcement components include multiple tie bars 3 and multiple stirrups 4. The two ends of each tie bar 3 and the two ends of each stirrup 4 are respectively connected to the inner walls of the two flanges of the angle steel 8. The stirrups 4 and the angle steel 8 together form a constraint structure that is open on both sides before assembly, namely a C-shaped hoop. Each tie bar 3 and each stirrup 4 is arranged at intervals along the length of the angle steel 8. The projection of the stirrups 4 on the cross section of the column shell overlaps. The cavity of the column shell is filled with concrete 5 that embeds each set of steel reinforcement components and each tie bar.

[0073] The method for constructing the reinforced concrete tubular column with separate steel tubes in this embodiment is as follows:

[0074] Step 1: In the factory, prefabricate a pair of angle steels 8 by cold bending or hot bending of steel plates. Prefabricate the required number and shape of tie bars 3 and stirrups 4 by cutting or bending steel bars. Prefabricate the required number of support rods 11, connecting plates 6, and fixing blocks 7. Arrange the tie bars 3 and stirrups 4 along the length of their corresponding angle steels 8. Then, weld the two ends of the tie bars 3 and the two ends of the stirrups 4 to the inner side walls of the two flanges of the corresponding angle steels 8. Arrange the paired support rods 11, connecting plates 6, and fixing blocks 7 along the length of the angle steels 8 and fix them in appropriate positions on the inner walls of the two angle steels 8 to assemble the steel assembly. At this time, the stirrups 4 and the angle steels 8 together form a constraint structure that is open on both sides before assembly, i.e., a C-shaped hoop.

[0075] Step 2: Transport the two sets of steel components to the construction site;

[0076] Step 3: Assemble the two sets of steel components so that a pair of angle steels 8 are assembled into a column shell with a rectangular cross-section. At the same time, each fixing block 7 pushes its paired connecting plate 6 to rotate around the support rod 11 until the hook of the connecting plate 6 hooks into the locking groove 12 of the fixing block 7, so as to lock the two angle steels 8 together. Each tie rod 3 and each stirrup 4 is located in the cavity of the column shell, and the projection of the stirrups 4 on each angle steel 8 on the cross-section of the column shell overlaps. The tie members composed of each fixing block 7, connecting plate 6, and support rod 11, together with the crisscrossing tie rods 3 and stirrups 4 and angle steels 8, constitute a strong constraint system.

[0077] Step 4: Pour self-compacting concrete 5 into the cavity of the column shell to embed the fixing block 7, connecting plate 6, support rod 11, stirrup 4, and tie rod 3;

[0078] Step 5: Cure the concrete to the design strength, and the steel-concrete composite column is completed.

[0079] In this embodiment, the connection angle between the support rod 11, the fixing block 7 and the inner side wall of the angle steel 8 can be appropriately adjusted during installation according to the moving direction when the two angle steels 8 are joined; or an adjustment plate perpendicular to the joining side wall is set on one joining side wall of the angle steel 8. At this time, the other joining side wall of the angle steel 8 and the adjustment plate are equivalent to the two joining side walls of the channel steel. The support rod 11 or the fixing block 7 is installed on the adjustment plate or the other joining side wall of the angle steel 8, and then the two channel steels are moved according to the moving joining method until the two angle steels 8 are joined on the side and each connecting plate 6 hooks and engages with its corresponding fixing block 7 to lock, thus completing the splicing of the two angle steels 8.

[0080] Example 3

[0081] like Figure 3As shown, the present invention provides another type of reinforced concrete tubular column 1 with a rectangular cross-section, comprising a tubular column shell with a rectangular cross-section. The column shell is composed of two angle steels 8 and one channel steel 2 with openings facing each other, spliced ​​together. At least one tie member is provided at each splice joint of the two angle steels 8 and the angle steel 8 and the channel steel 2 to lock the two angle steels 8 or the angle steel 8 and the channel steel 2. If the number of tie members at each splice joint is not less than two, the tie members are distributed along the length of the splice joint. Each tie member includes a support rod 11, a connecting plate 6, and a fixing block 7. The two angle steels 8 are spliced ​​together. One end of the support rod 11 is connected to the inner wall of the butt joint of one of the angle steels 8. The other end of the support rod 11 is detachably equipped with a limiting plate larger than the cross-section of the support rod 11. The connecting plate 6 is a circle with a notch on the edge, which forms a hook. A support hole is provided near the edge of the connecting plate 6. The connecting plate 6 is rotatably fitted onto the outer circumference of the support rod 11 through the support hole. The limiting plate facilitates the installation and removal of the connecting plate 6 on the support rod 11 and prevents the connecting plate 6 from detaching from the support rod 11 at will. The fixing block 7 is fixedly installed on the inner wall of the other angle steel 8 and is equipped with a lock. The connecting plate 6 hooks into the locking groove 12, locking the connecting plate 6 and the fixing block 7 together, thereby locking and fixing the positions of the two angle steels 8. For the splicing of angle steel 8 and channel steel 2, one end of the support rod 11 is connected to the inner wall of the joint of angle steel 8, and the fixing block 7 is fixedly set on the inner wall of the joint of channel steel 2. The connecting plate 6 hooks into the locking groove 12 of the fixing block 7, locking the connecting plate 6 and the fixing block 7 together, thereby locking and fixing the positions of angle steel 8 and channel steel 2. Three sets of steel reinforcement assemblies are provided inside the column shell, each set of steel reinforcement assemblies is connected to one angle steel 8 or channel steel 2 respectively. The main body consists of a steel reinforcement assembly including multiple tie bars 3 and multiple stirrups 4. The two ends of each tie bar 3 and the two ends of each stirrup 4 are connected to the inner sidewalls of the two flanges of the corresponding angle steel 8 or channel steel 2. The stirrups 4 and the angle steel 8 or channel steel 2 together form a constraint structure that is open on both sides or one side before assembly, namely a C-shaped hoop. Each tie bar 3 and each stirrup 4 is arranged at intervals along the length of the angle steel 8 or channel steel 2. The projections of the stirrups 4 on the two angle steels 8 and the stirrups 4 on the channel steel 2 on the cross-section of the column shell overlap. The cavity of the column shell is filled with concrete 5 that embeds each set of steel reinforcement assemblies and each tie member.

[0082] The method for constructing the reinforced concrete tubular column with separate steel tubes in this embodiment is as follows:

[0083] Step 1: In the factory, prefabricate a pair of angle steel 8 and a channel steel 2 by cold bending or hot bending of steel plates. Prefabricate the required number and shape of tie bars 3 and stirrups 4 by cutting or bending steel bars, and prefabricate the required number of support rods 11, connecting plates 6, and fixing blocks 7. Arrange the tie bars 3 and stirrups 4 along the length of their corresponding angle steel 8 or channel steel 2. Then, weld the two ends of the tie bars 3 and the two ends of the stirrups 4 to the inner sidewalls of the two flanges of their corresponding angle steel 8 or channel steel 2. Arrange the paired support rods 11, connecting plates 6, and fixing blocks 7 along the length of the angle steel 8 or channel steel 2 and fix them in appropriate positions on the inner walls of the two angle steel 8 or channel steel 2 to assemble the steel component. At this time, the stirrups 4 and the angle steel 8 or channel steel 2 together form a constraint structure that is open on both sides or one side before assembly, i.e., a C-shaped hoop.

[0084] Step 2: Transport the three sets of steel components to the construction site;

[0085] Step 3: Assemble the three sets of steel components to form a rectangular column shell with a pair of angle steels 8 and a channel steel 2. At the same time, each fixing block 7 pushes its paired connecting plate 6 to rotate around the support rod 11 until the hook of the connecting plate 6 hooks into the locking groove 12 of the fixing block 7, thereby locking the two angle steels 8 or the angle steel 8 and the channel steel 2 together. Each tie rod 3 and each stirrup 4 is located in the cavity of the column shell. The projections of the stirrups 4 on each angle steel 8 and the channel steel 2 on the cross-section of the column shell overlap. The tie members composed of each fixing block 7, connecting plate 6, and support rod 11, together with the crisscrossing tie rods 3 and stirrups 4, angle steel 8 and channel steel 2, constitute a strong constraint system.

[0086] Step 4: Pour self-compacting concrete 5 into the cavity of the column shell to embed the fixing block 7, connecting plate 6, support rod 11, stirrup 4, and tie rod 3;

[0087] Step 5: Cure the concrete to the design strength, and the steel-concrete composite column is completed.

[0088] Example 4

[0089] like Figure 4As shown, this invention provides another type of reinforced concrete tubular column 9 with an L-shaped cross-section, comprising an L-shaped tubular column shell. The column shell is composed of two channel steels 2 and one angle steel 8 with openings facing each other, spliced ​​together. At least one tie member is provided at each splice joint between the two channel steels 2 and the angle steel 8 and the channel steel 2 to lock the two channel steels 2 or the angle steel 8 to the channel steel 2. If the number of tie members at each splice joint is not less than two, the tie members are distributed along the length of the splice joint. Each tie member includes a support rod 11, a connecting plate 6, and a fixing block 7. The two channel steels 2 are spliced ​​together. One end of the support rod 11 is connected to the inner wall of one of the channel steels 2. The other end of the support rod 11 is detachably equipped with a limiting plate larger than the cross-section of the support rod 11. The connecting plate 6 is a circle with a notch on the edge, which forms a hook. A support hole is provided near the edge of the connecting plate 6. The connecting plate 6 is rotatably fitted onto the outer circumference of the support rod 11 through the support hole. The limiting plate facilitates the installation and removal of the connecting plate 6 on the support rod 11 and prevents the connecting plate 6 from detaching from the support rod 11 at will. The fixing block 7 is fixedly installed on the inner wall of the other channel steel 2 and is equipped with a lock. The connecting plate 6 hooks into the locking groove 12, locking the connecting plate 6 and the fixing block 7 together, thereby locking and fixing the positions of the two channel steels 2. For the splicing of the angle steel 8 and the channel steel 2, one end of the support rod 11 is connected to the inner wall of the joint of the angle steel 8, and the fixing block 7 is fixedly set on the inner wall of the joint of the channel steel 2. The connecting plate 6 hooks into the locking groove 12 of the fixing block 7, locking the connecting plate 6 and the fixing block 7 together, thereby locking and fixing the positions of the angle steel 8 and the channel steel 2. Three sets of steel reinforcement assemblies are provided inside the column shell. Each set of steel reinforcement assemblies is connected to one channel steel 2 or angle steel 8. The main body consists of a steel reinforcement assembly including multiple tie bars 3 and multiple stirrups 4. The two ends of each tie bar 3 and the two ends of each stirrup 4 are connected to the inner sidewalls of the two flanges of the corresponding angle steel 8 or channel steel 2. The stirrups 4 and the angle steel 8 or channel steel 2 together form a constraint structure that is open on both sides or one side before assembly, namely a C-shaped hoop. Each tie bar 3 and each stirrup 4 is arranged at intervals along the length direction of the angle steel 8 and the channel steel 2. The projections of the stirrups 4 on the angle steel 8 and the stirrups 4 on the two channel steels 2 on the cross-section of the column shell overlap. The cavity of the column shell is filled with concrete 5 that embeds each set of steel reinforcement assemblies and each tie member.

[0090] The method for constructing the reinforced concrete tubular column with separate steel tubes in this embodiment is as follows:

[0091] Step 1: In the factory, prefabricate two channel steels 2 and one angle steel 8 by cold bending or hot bending of steel plates. Prefabricate the required number and shape of tie bars 3 and stirrups 4 by cutting or bending steel bars, and prefabricate the required number of support rods 11, connecting plates 6, and fixing blocks 7. Arrange the tie bars 3 and stirrups 4 along the length of their corresponding angle steel 8 or channel steel 2. Then, weld the two ends of the tie bars 3 and the two ends of the stirrups 4 to the inner sidewalls of the two flanges of their corresponding angle steel 8 or channel steel 2. Arrange the paired support rods 11, connecting plates 6, and fixing blocks 7 along the length of the angle steel 8 or channel steel 2, and fix them in appropriate positions on the inner walls of the two channel steels 2 or angle steel 8 to assemble the steel component. At this time, the stirrups 4 and the angle steel 8 or channel steel 2 together form a constraint structure that is open on both sides or one side before assembly, i.e., a C-shaped hoop.

[0092] Step 2: Transport the three sets of steel components to the construction site;

[0093] Step 3: Assemble the three sets of steel components, so that the two channel steels 2 and the angle steel 8 are assembled into a column shell with an L-shaped cross-section. At the same time, each fixing block 7 pushes the paired connecting plate 6 to rotate around the support rod 11 until the hook of the connecting plate 6 hooks into the locking groove 12 of the fixing block 7, so as to lock the two channel steels 2 or the angle steel 8 to the channel steel 2. Each tie rod 3 and each stirrup 4 is located in the cavity of the column shell. The projection of the angle steel 8 and the stirrups 4 on each channel steel 2 on the cross-section of the column shell overlaps. The tie members composed of each fixing block 7, connecting plate 6, and support rod 11, together with the crisscrossing tie rods 3 and stirrups 4, angle steel 8 and channel steel 2, constitute a strong constraint system.

[0094] Step 4: Pour self-compacting concrete 5 into the cavity of the column shell to embed the fixing block 7, connecting plate 6, support rod 11, stirrup 4, and tie rod 3;

[0095] Step 5: Cure the concrete to the design strength, and the steel-concrete composite column is completed.

[0096] Example 5

[0097] The other end of the support rod 11 is detachably equipped with a limiting plate. Specifically, the other end of the support rod 11 is provided with a threaded hole, and a screw is inserted into the threaded hole through a threaded structure. The end of the screw outside the threaded hole is provided with a limiting plate perpendicular to the support rod 11, and the size of the limiting plate is larger than the cross-sectional size of the support rod 11. Rotating the limiting plate can simultaneously drive the screw to rotate, causing the screw to move out of the threaded hole, which facilitates the assembly and disassembly of the connecting plate 6 on the support rod 11. After the screw is moved into the threaded hole and tightened, the limiting plate can prevent the connecting plate 6 from detaching from the support rod 11 during operation.

[0098] Example 6

[0099] like Figure 5 , Figure 6 As shown, the present invention provides a steel-concrete composite frame structure, including multiple steel-concrete composite columns and multiple steel beams 10 manufactured according to Embodiment 1 and Embodiment 3. The steel-concrete composite columns of Embodiment 1 are set at the corners of the frame structure, and the steel-concrete composite columns of Embodiment 3 are set at the joints of the ends of the three steel beams 10. The two ends of each steel beam 10 are respectively connected to one of the steel profiles of the shells of two adjacent columns. For example, the two ends of the steel beam 10 are respectively connected to the bottom surface of the channel steel 2 of the steel-concrete composite column in Embodiment 1, and the two ends of the steel beam 10 are respectively connected to the bottom surface of the channel steel 2 of the steel-concrete composite column in Embodiment 3. One end of the steel beam 10 is connected to the side surface of the channel steel 2 of the steel-concrete composite column in Embodiment 1, and the other end is connected to the side surface of an angle steel 8 of the steel-concrete composite column in Embodiment 3.

[0100] The fabrication method of the steel-concrete composite frame structure in this embodiment is as follows:

[0101] Step 1: Prefabricate the required number of channel steel 2, angle steel 8, tie rods 3, stirrups 4, support rods 11, connecting plates 6, fixing blocks 7, and steel beams 10 in the factory. Weld the tie rods 3, stirrups 4, support rods 11, connecting plates 6, and fixing blocks 7 to their corresponding angle steel 8 or channel steel 2 to form the steel components in Example 1 or Example 3. According to the drawings, weld the two ends of the steel beams 10 to their corresponding channel steel 2 or angle steel 8 to form a single frame.

[0102] Step 2: Transport each individual frame to the construction site;

[0103] Step 3: Hoist the single frame to the design position and assemble the steel components according to the steel pipe concrete column structure of Example 1 and Example 3, so that the single frame forms an integral frame structure. At the same time, each fixing block 7 pushes the matching connecting plate 6 to rotate around the support rod 11 so that the hook of the connecting plate 6 hooks into the locking groove 12 of the fixing block 7, so as to lock and connect the adjacent steel components.

[0104] Step 4: Pour concrete 5 into the cavity of each column shell to embed the fixing block 7, connecting plate 6, support rod 11, stirrup 4, and tie rod 3;

[0105] Step 5: Cure concrete 5 to the design strength, and the steel-concrete composite frame structure is completed.

[0106] The reinforced concrete tubular columns in the above embodiments have the following beneficial effects: In modular buildings, the difficulty in building construction lies in the handling of the assembly and connection parts between adjacent modules, which needs to meet industry standards and design requirements, such as meeting specific seismic and wind resistance performance. In traditional modular buildings, wall panels are installed on both sides or multiple sides of the column in each module. When assembling each module on site, the presence of the wall panels makes it difficult and inconvenient to weld or bolt at the assembly joints of each module (such as the connection between columns at the corners of the modules) due to the lack of extra operating space. However, the steel tubular concrete column of the present invention adopts a separate structure, which is formed by splicing multiple steel parts to form the outer shell of the column. Each steel part is assigned to a module. When it is necessary to splice adjacent modules, it is only necessary to assemble each steel part according to the concrete column manufacturing method of the present invention, and then pour concrete 5 into its internal space to complete the assembly of each module. There is no need to consider whether there is operating space for welding, bolting, etc. outside the concrete column, which facilitates the assembly and connection between modules. Furthermore, the steel-concrete composite column of the present invention not only includes multiple steel profiles for assembling into a column shell, but also includes reinforcing steel components inside each steel profile. These components include tie bars 3 and stirrups 4 pre-welded to the inner wall of each steel profile and spaced apart along the length of the column shell. The stirrups 4 and the steel profiles together form a constraint structure that is open on at least one side before assembly. The projections of the stirrups 4 on different steel profiles on the cross-section of the column shell overlap. After the concrete 5 is poured, it combines with each open constraint structure to form a spatially interwoven constraint system, which forms a uniform and effective constraint on the core concrete. This overcomes the disadvantage of weak constraint in the straight section of the integral steel pipe, significantly improves the bearing capacity, ductility, and seismic performance of the steel-concrete composite column, and can achieve mechanical properties comparable to or similar to those of an integral steel-concrete composite column.

[0107] After the poured concrete 5 in the above embodiments hardens, it is tightly integrated with the steel profile, tie bar 3, and stirrup 4 to form a solid whole that works together to bear the load. Its performance is close to that of a monolithic steel-concrete composite column.

[0108] The steel-concrete composite column and frame structures provided in the above embodiments have significant advantages. By disassembling the integral steel pipe into channel steel 2, angle steel 8, and other steel components, and completing the welding of tie rods 3 and stirrups 4 in the factory to form independent steel components, the deformation problem of large integral steel pipes during transportation and hoisting is effectively avoided, and the accuracy of rebar positioning is also guaranteed. All welding operations are completed in the factory, eliminating the disadvantages of difficult on-site welding of thin-walled steel, difficulty in quality control, and susceptibility to local deformation. During on-site construction, it is only necessary to assemble the various steel components into the designed column shell and then pour concrete 5, achieving true "zero on-site welding and zero bolt connection". The process is simple, the construction speed is fast, and the dependence on personnel skills is low. The stirrups 4 on each steel component, together with the steel components, form an open enclosure. After assembly, their projections on the column cross-section create overlapping areas, which, combined with the subsequently filled concrete 5, form an effective, interwoven constraint system in space. This significantly enhances the constraint on the core concrete, allowing the steel and concrete to work together more effectively, thereby greatly improving the column's load-bearing capacity, ductility, and seismic energy dissipation capacity. This structural form is flexible; by combining different steel components, various cross-sectional shapes such as rectangular, L-shaped, and cross-shaped sections can be easily achieved to adapt to different building requirements. Furthermore, this method can be extended to the construction of integral frame structures. By connecting the steel beams 10 with the steel components in the factory to form a single frame, modular prefabrication and rapid installation of the structure are further realized, comprehensively improving construction efficiency and project quality.

[0109] The number of devices and processing scale described herein are for the purpose of simplifying the description of the invention. Applications, modifications, and variations of the invention will be readily apparent to those skilled in the art.

[0110] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and illustrations shown and described herein.

Claims

1. A reinforced confined split concrete filled steel tubular column, characterized in that, The utility model relates to a kind of steel pipe concrete column, including: The column shell is tubular and is surrounded by a plurality of profiled steel pieces spliced together; A plurality of steel bar assemblies are located inside the column shell, and each steel bar assembly is provided corresponding to each profiled steel piece, the steel bar assembly includes a plurality of spacing arrangement of tension bars and stirrups along the length direction of the column shell, the tension bars and the stirrups are connected with the inner wall of the corresponding profiled steel piece, the stirrups and the profiled steel piece form a constraint structure that is open at least on one side before assembly, and the projection of the stirrups on different profiled steel pieces overlaps on the cross section of the column shell. A plurality of tie members are provided at the splicing site of adjacent profiled steel pieces inside the column shell, and the tie member includes: A support rod is connected with the inner side wall of one of the adjacent profiled steel pieces at one end and detachably provided with a limiting plate larger than the cross section of the support rod at the other end; A connecting plate is circular, and the edge of the connecting plate is provided with a notch to form a hook portion, a support hole is provided near the edge of the connecting plate, and the connecting plate is rotatably sleeved on the outer periphery of the support rod through the support hole; A fixed block is fixedly provided on the inner side wall of the other profiled steel piece, and a locking groove is provided on the fixed block, and the hook portion is hung on the locking groove to lock and connect the connecting plate and the fixed block; Concrete is filled in the cavity of the column shell and embeds the steel bar assembly and the tie member.

2. The reinforced confined split tube concrete column according to claim 1, wherein The other end of the support rod is provided with a threaded hole, and a screw rod is movably inserted into the threaded hole, and the end of the screw rod outside the threaded hole is provided with the limiting plate.

3. The reinforced confined split tube concrete column according to claim 1, wherein The cross section of the column shell is one of rectangular, L-shaped, T-shaped and cross-shaped.

4. The reinforced confined split tube concrete column according to claim 1, wherein The profiled steel piece is a channel steel or an angle steel.

5. The reinforced confined split tube concrete column according to claim 4, wherein The two ends of the tension bar and the two ends of the stirrup are respectively connected with the inner side edges of the two flanges of the profiled steel piece.

6. The method of claim 1 to 5, wherein the steel reinforcement is arranged in a spiral shape. The method includes the following steps: Step one, prefabricate the required number of profiled steel pieces, tension bars, stirrups, support rods, connecting plates and fixed blocks in the factory, and install the tension bars, stirrups, support rods, connecting plates and fixed blocks on the corresponding profiled steel pieces to form profiled steel assemblies; Step two, transport each profiled steel assembly to the construction site; Step three, assemble each profiled steel assembly to assemble the profiled steel pieces into a column shell with the required cross section shape, and at the same time, each fixed block pushes the connecting plate matched therewith to rotate around the support rod until the hook portion of the connecting plate is hooked on the locking groove of the fixed block to lock and connect the adjacent profiled steel pieces; Step four, pour concrete into the cavity of the column shell to embed the fixed block, connecting plate, support rod, stirrup and tension bar; Step five, maintain the concrete to the design strength.

7. The method of claim 6, wherein the steel reinforcement is arranged in a spiral shape. The tension bar, the stirrup, the support rod and the fixed block are connected with the profiled steel piece by welding.

8. The method of claim 6, wherein the steel reinforcement is a steel bar. The profiled steel piece is processed by bending a steel plate.

9. A concrete-filled steel tube frame structure, characterized by, The utility model relates to a kind of steel pipe concrete column, including: A plurality of steel pipe concrete columns as claimed in any one of claims 1-5; A plurality of steel beams, and the two ends of each steel beam are respectively connected with one of the profiled steel pieces of adjacent two column shells.

10. The method for fabricating a steel-concrete composite frame structure as described in claim 9, characterized in that, The method includes the following steps: Step one, prefabricate the required number of steel sections, reinforcing bars, stirrups, support rods, connecting pieces, fixing blocks and steel beams in the factory, install the reinforcing bars, stirrups, support rods, connecting plates and fixing blocks on the corresponding steel sections to form steel assemblies, and connect the two ends of the steel beams with the corresponding steel sections to form a single frame according to the drawings; Step two, transport each single frame to the construction site; Step three, hoist each single frame to the designed position and assemble it to form an overall frame structure; in this process, each steel section is assembled into a column shell with the required cross-sectional shape, and at the same time, each fixing block pushes the connecting plate paired with it to rotate around the support rod until the hook part of the connecting plate is hooked on the locking groove of the fixing block to lock and connect the adjacent steel sections; Step four, pour concrete into the cavity of the column shell to embed the fixing blocks, connecting plates, support rods, stirrups and reinforcing bars; Step five, maintain the concrete to the designed strength.

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