Fabricated hybrid steel frame concrete beam-column connection node construction method

Abstract

The application discloses a kind of fabricated mixed steel frame concrete beam column connecting joint construction method, with steel plate production intermediate connecting structure, with vertical connecting plate, rib plate staggered arrangement between bottom top end plate and its pre-set communication area;Thread is set to the end of vertical column reinforcement, and the outer end plate of column connected in the pre-buried column end plate through the rib plate of column is arranged on the adapter of the end of second vertical column;After hoisting first vertical column, intermediate connecting structure and second vertical column in sequence, the end of first vertical column column reinforcement is sequentially threaded through the bottom plate and top plate in connecting structure, the outer end plate of second vertical column after with nut end connection;After formwork, concrete slurry is poured from crossbeam and through communication area to form integral concrete coating in node area.The application is made of vertical steel plate to produce intermediate structure, which can be flexibly designed and conveniently processed;The distance between upper and lower vertical column reinforcement is short, which is beneficial to node stability;Communication area enhances the compression and shear capacity of steel structure with concrete, improves the bearing capacity and ductility of node, also saves the amount of steel, and does not need large area fireproofing and corrosion prevention.

Description

Technical Field

[0001] This invention relates to the field of prefabricated building installation, specifically to a construction method for prefabricated hybrid steel frame concrete beam-column connection nodes and a method for fabricating intermediate connection structures. Background Technology

[0002] In building structures, beam-column connections are critical components, and their connection methods significantly impact construction efficiency, quality, and overall performance. While existing cast-in-place beam-column connection methods are widely used, they no longer meet the requirements for cost, efficiency, energy conservation, and environmental protection.

[0003] In cast-in-place beam-column connections, the arrangement of reinforcing bars is quite complex, with dense and intersecting bars at beam-column joints, making it prone to problems such as insecure binding or positional deviations. Furthermore, the quality of the reinforcing bar binding directly affects the structure's load-bearing capacity and seismic performance; once problems arise, subsequent rectification is extremely difficult. With the continuous development and progress of the construction industry, building structural forms are becoming increasingly diversified, and people are placing higher demands on the quality, efficiency, and sustainability of buildings. Against this backdrop, prefabricated monolithic building structures have emerged, representing a significant product of the development of building industrialization and prefabricated construction.

[0004] Precast beam-column connections utilize prefabricated components, manufactured in a standardized factory, resulting in high production efficiency and consistent quality. Once transported to the construction site, these prefabricated components require only simple assembly and connection, significantly reducing on-site wet work and construction procedures. Compared to cast-in-place beam-column connections, precast connections save substantial time on rebar tying, formwork installation, and concrete pouring and curing, thereby significantly improving construction efficiency and shortening the construction cycle.

[0005] However, in prefabricated monolithic beam-column structural systems, the existing prefabricated models are mainly divided into precast concrete frame structures and steel frame structures, but both still have shortcomings.

[0006] Precast concrete frame structures have a low assembly rate, requiring on-site wet work at joints. They also face the challenge of high reinforcement density in beam-column joint areas, making accurate positioning difficult and resulting in long construction cycles and high construction difficulty. The main construction method for beam-column joints in precast concrete frames is cast-in-place concrete joints, also known as post-cast joints. When the beams on both sides are at the same height, without adjustment, the reinforcement bars on both sides will meet at the column joint. It is essential to consider reinforcement avoidance and pay attention to the installation sequence; otherwise, reinforcement distortion will occur within the joint. If the reinforcement is arranged in multiple layers, it will cause severe crossing of reinforcement bars within beams of equal height, resulting in significant bending. Therefore, the preferred joint design is when the beams on both sides are at different heights to facilitate reinforcement avoidance within the beams.

[0007] Steel frame structures have a short production cycle, but high construction and maintenance costs. Steel structures typically require multiple layers of coating, each with specific application requirements such as coating thickness and drying time. Furthermore, at joints, steel components are interconnected using welds, bolts, and other connection methods, making the application of fire-retardant and anti-corrosion coatings more difficult. The long-term maintenance costs for this type of structure are also high, as the anti-corrosion coating is prone to aging; once damage to the fire-retardant and anti-corrosion coating at joints is discovered, extensive repairs are required, further increasing overall costs.

[0008] Therefore, it is necessary to design and manufacture new prefabricated beam-column joint structures and design corresponding joint installation methods to solve the above problems. Summary of the Invention

[0009] To address the shortcomings of traditional cast-in-place concrete beam-column connections, precast concrete frame structures, and steel frame beam-column connections, this invention provides a construction method for prefabricated hybrid steel frame concrete beam-column connections and a method for fabricating intermediate connection structures.

[0010] The technical solution of the present invention is, on the one hand, to provide a construction method for prefabricated hybrid steel frame concrete beam-column connection nodes, characterized by comprising the following steps:

[0011] T1. Preparation of beam-column joint components, including the prefabricated hybrid steel frame concrete beam-column connection structure located in the middle, at least one crossbeam, and at least one of the first and second columns;

[0012] The prefabricated hybrid steel frame concrete beam-column connection structure is made of steel plates and includes: a top plate and a bottom plate for connecting to the upper and lower columns respectively; a vertical connecting plate for connecting the crossbeams; and vertical ribs arranged at the same height as the connecting plate and staggered within the range of the top plate and bottom plate.

[0013] The crossbeam has a crossbeam connector at one end, with one end being a lapped section of the crossbeam reinforcement and the other end being a crossbeam connector section. The lapped section of the crossbeam reinforcement is cast into the crossbeam concrete together with the crossbeam stirrups. The crossbeam connector includes an upper flange, a lower flange, and a web. Threaded holes are provided on the crossbeam connector section of the web.

[0014] The middle part of the first column and the second column is a reinforced concrete main body including column steel bars and column stirrups. The end that is connected to the prefabricated hybrid steel frame concrete beam-column connection structure is the first end. The column steel bars are threaded at least at the first end. The second column has a steel adapter embedded in the direction of the first end. The adapter includes an outer end plate, an inner end plate and a column rib plate vertically connected between the two. The outer end plate and the inner end plate are provided with steel bar through holes on their outer periphery. The first end of the column steel bar on the second column passes through the inner end plate and is connected to the outer side of the inner end plate by a nut.

[0015] T2. Securely install the first column below the beam-column joint into place;

[0016] T3. Hoist the prefabricated hybrid steel frame concrete beam-column connection structure into place, making its bottom plate horizontal and the through holes of the reinforcing bars on the bottom plate aligned with the column reinforcing bars extending from the top of the first column respectively; slowly lower the prefabricated hybrid steel frame concrete beam-column connection structure until the column reinforcing bars extending from the top of the first column pass through the through holes of the reinforcing bars on its bottom plate and top plate respectively.

[0017] T4. Hoist the second column above the beam-column joint into place, aligning the through holes of the reinforcing bars on the outer end plate of the transition joint with the reinforcing bars extending from the top of the first column; slowly lower the second column so that the reinforcing bars of the first column extending from the top plate of the prefabricated mixed steel frame concrete beam-column connection structure pass through the through holes of the reinforcing bars on the outer end plate of the second column.

[0018] T5. Install washers on the top of each of the column steel bars of the first column that pass through the outer end plate of the second column upwards, and then install nuts. Use a manual wrench to initially tighten each nut so that the bottom plate and top plate of the connecting structure are initially in contact with the horizontal end faces of the lower and upper columns respectively.

[0019] T6. Tighten each nut to ensure that the torque value of each bolt meets the design requirements.

[0020] T7. Hoist the crossbeam into place, and initially align the web of the crossbeam connection with the corresponding connecting plate in the prefabricated hybrid steel frame concrete beam-column connection structure.

[0021] T8. Fine-tune the position of the crossbeam so that the web plate is aligned with the threaded holes on the corresponding connecting plate, and insert the high-strength bolts into the threaded holes of the connecting plate and the web plate that are in contact with each other.

[0022] T9. Install washers and nuts on the bolts, and initially tighten each nut;

[0023] T10. Tighten all nuts connecting the prefabricated hybrid steel frame concrete beam-column connection structure to the crossbeam.

[0024] Preferably, in the prefabricated hybrid steel frame concrete beam-column connection structure, the top and bottom ends of the connecting plate and the top and bottom ends of the rib are respectively connected to the top plate and the bottom plate, and the end connections of the connecting plate and the rib with the top plate and the bottom plate divide the bottom surface of the top plate and the top surface of the bottom plate into an M×N grid. The outer perimeter grid of the grid has through holes for steel bars to pass through for the column steel bars embedded in the column. The non-outer perimeter grid in the three-dimensional grid space enclosed by the connecting plate and the rib within the range of the top plate and the bottom plate forms a connected domain with the outer perimeter grid between two cross sections between the top plate and the bottom plate.

[0025] Preferably, the construction method for the prefabricated hybrid steel frame concrete beam-column connection node further includes the following steps:

[0026] T11. Formwork is provided on the four vertical end faces of the upper part of the main body of the column below the prefabricated mixed steel frame concrete beam-column connection structure, on both sides and the lower end of the web of the crossbeam connection part.

[0027] T12. Pour concrete material into the upper part of the crossbeam connection and vibrate it to fill it, so that the concrete grout fills the three-dimensional grid space around the connecting plate and the rib plate.

[0028] T13. After curing, a concrete protective layer is formed in the node area, completely covering the steel structure components in the node.

[0029] Preferably, step T1 further includes transporting the prefabricated assembled hybrid steel frame concrete beam-column connection structure, beams and columns, which are prefabricated in the factory, to the construction site.

[0030] The orientations of the first and second columns can be interchanged. The height of the formwork on both sides of the web of the beam connection section is set so that the top of the grouting material is a certain distance above the bottom of the upper column body, and this distance can be taken as the set value of the concrete protective layer thickness.

[0031] When the beam-column connection node is a non-intermediate node such as a top node or a bottom node, only one of the first column and the second column is required. In this case, if the column is only the first column, then step T4 is not required in the above steps of the construction method. Preferably, in step T3, the column reinforcement extending from the top of the first column can pass through the reinforcement through holes on the bottom plate and the top plate of the prefabricated hybrid steel frame concrete beam-column connection structure in sequence, or it can pass only through the bottom plate. Correspondingly, in step T5, washers are installed on the tops of each column reinforcement of the first column that passes through the bottom plate or the top plate of the prefabricated hybrid steel frame concrete beam-column connection structure.

[0032] If the column is only the second column, then steps T2 to T5 in the above construction method are as follows: T2, fix and install the second column below the beam-column joint; T3, hoist the prefabricated hybrid steel frame concrete beam-column connection structure into place, making its base plate horizontal and aligned with the pre-embedded column outer end plate at the top of the second column along the perimeter vertical line; T4, slowly lower the prefabricated hybrid steel frame concrete beam-column connection structure until the base plate / top plate is connected to the column outer end plate of the second column; T5, fine-tune the position of the prefabricated hybrid steel frame concrete beam-column connection structure so that its base plate is aligned with the reinforcing bar through holes on the corresponding column outer end plate, insert high-strength bolts into the reinforcing bar through holes that are in contact with the base plate and the corresponding column outer end plate; install washers and nuts on the bolts, and initially tighten each nut. Preferably, the reinforcing bar through holes in the base plate / top plate and the column outer end plate in this connection step can be replaced with threaded holes.

[0033] Preferably, in step T2, the first column is adjusted so that the column reinforcement extending from the top of the first column is vertical; in step T4, shims are first used to adjust the base plate of the prefabricated hybrid steel frame concrete beam-column connection structure to be horizontal; in step T8, before inserting the high-strength bolts into the threaded holes where the connecting plate and the web plate are in contact, washers are first installed on the high-strength bolts.

[0034] Preferably, in the preparation of beam-column joint components in step T1: when prefabricating the crossbeam, the crossbeam connecting section uses H-beams or I-beams, and shear studs are welded to the steel plate surfaces on both sides of the crossbeam reinforcement lap section of the web, as well as on the upper side of the upper flange and the lower side of the lower flange; the end of the column opposite to the prefabricated hybrid steel frame concrete beam-column connection structure is the second end, and when prefabricating the second column, nuts are pre-fixed to the inner side of the embedded column end plate at the end of the threaded column reinforcement before pouring concrete.

[0035] Preferably, the concrete grouting material is a high-strength non-shrink or micro-shrink grouting material, the maximum particle size of the fine stones in the aggregate does not exceed 1 / 5 of the minimum size of the grouting channel space, and the thickness of the coating layer is not less than 15mm.

[0036] Preferably, the web of the beam connecting section is welded to the joint of the connecting plate in the prefabricated hybrid steel frame concrete beam-column connection structure, achieving a bolted-welded connection and further increasing the connection strength. Similarly, the joints of the embedded end plates or flanges of the columns with the top / bottom plates in the prefabricated hybrid steel frame concrete beam-column connection structure are also connected by welding. The joint connections can be spot welded in each end direction or the entire joint can be welded.

[0037] Preferably, in the preparation of the beam-column joint components in step T1: when prefabricating the assembled hybrid steel frame concrete beam-column connection structure, the top plate and bottom plate have the same size and are equal to or slightly larger than the column end plate pre-embedded at the end of the column; in step T4, the center of the top plate and bottom plate and the center of the column end plate pre-embedded at the end of the column are located on the same vertical line.

[0038] Preferably, the column end plate pre-embedded at the end of the column and the bottom plate / top plate are both rectangular or circular of the same size, and the column end plate, i.e. the flange plate, is provided with a shear key in the column direction.

[0039] When beam-column joints are located on different floors and in different positions, the column connected in the joint is located at the end outside the current joint. The end of the column reinforcement can either still have threads or be a straight bar without threads, with the latter corresponding to the bottom joint.

[0040] Preferably, in the preparation of the beam-column joint components in step T1: when prefabricating the first / second column in the bottom node, the ends of the first and second columns that are opposite to the prefabricated hybrid steel frame concrete beam-column connection structure are the second ends. The column reinforcement at the second end of the bottom, the first column or the second column, extends out of the reinforced concrete body and is bent in four directions on the horizontal plane to form bent reinforcement. In step T2, a column platform with a cross-sectional area larger than that of the main body is formed in the area of ​​the bent reinforcement.

[0041] Preferably, in the beam-column joint component preparation in step T1, when the first column is prefabricated, a column end plate is pre-embedded at its first end as a flange plate. In step T3, the first end of the column reinforcement of the first column passes through the reinforcement through hole of the column end plate and then extends into the reinforcement through hole on the top / bottom plate of the prefabricated hybrid steel frame concrete beam-column connection structure.

[0042] Preferably, in the beam-column joint component preparation of step T1, when prefabricating the first column, its end facing away from the prefabricated hybrid steel frame concrete beam-column connection structure is the second end. The second end of the first column may or may not have a pre-set column end plate as a flange plate. If pre-set, the column reinforcement is threaded through the inner side of the outer periphery of the flange plate. In step T2, after the second end column reinforcement of the first column passes through the through-hole of the reinforcement on the top / bottom plate of another prefabricated hybrid steel frame concrete beam-column connection structure near the end, it is fixed to one side of the prefabricated hybrid steel frame concrete beam-column connection structure by a nut; or, the second end column reinforcement of the first column passes sequentially through the through-holes of the reinforcement on the top and bottom plates of another prefabricated hybrid steel frame concrete beam-column connection structure, and the through-hole of the reinforcement on the outer end plate of another second column, and is terminated by a nut on the inner side of the outer end plate of the other second column; wherein the connection by the nut employs two installation steps: preliminary tightening and final tightening.

[0043] Preferably, in the preparation of the beam-column joint components in step T1, when prefabricating the second column, its end facing away from the prefabricated hybrid steel frame concrete beam-column connection structure is designated as the second end, and the second end of the second column adopts the same structure as the first end. During the installation of the beam-column joint, the outer end plate of the second end of the second column is connected to the top / bottom plate of the near end of another prefabricated hybrid steel frame concrete beam-column connection structure via high-strength bolts through their respective reinforcing bar through-holes; or, the inner side of the outer end plate of the second end is nut-terminated with a column reinforcing bar end extending from the end of another column, wherein the nut-terminated column reinforcing bar first passes through the reinforcing bar through-hole on the top / bottom plate of the other prefabricated hybrid steel frame concrete beam-column connection structure.

[0044] Preferably, in the preparation of the beam-column joint components in step T1, when prefabricating the second column, its end facing away from the prefabricated hybrid steel frame concrete beam-column connection structure is the second end. A column end plate is pre-embedded at the second end of the second column as a flange plate, and the column reinforcing bar with threaded ends is passed through the inner side of the outer periphery of the flange plate. In the installation construction of the beam-column joint, the second end of the column reinforcing bar in the second column is also fixed with nuts on one side of the prefabricated hybrid steel frame concrete beam-column connection structure after passing through the reinforcing bar through hole on the top / bottom plate of another prefabricated hybrid steel frame concrete beam-column connection structure near the end.

[0045] On the other hand, in the preparation of beam-column joint components in step T1, when prefabricating the assembled hybrid steel frame concrete beam-column connection structure, the present invention also provides a method for manufacturing the assembled hybrid steel frame concrete beam-column connection structure, characterized by including the following steps:

[0046] S1. Initial structural design: In the prefabricated hybrid steel frame concrete beam-column connection structure, steel plates are used as the bottom plate and top plate. Vertical connecting plates and vertical ribs made of steel plates are staggered between the bottom plate and the top plate, and a space is reserved between them for filling concrete. The connecting plates extend beyond the bottom plate and the top plate and are connected to the web plate at the end of the beam by high-strength bolts.

[0047] S2. Perform stress analysis on the beam-column connection structure. Through structural mechanics calculations, determine the magnitude and direction of the forces transmitted to the connection structure by the beam and column under various load combinations. Based on the arrangement of the connection plate and rib plate, calculate the thickness and size of the steel plate that meets the stress constraint requirements, and obtain the design parameters of the prefabricated hybrid steel frame concrete beam-column connection structure.

[0048] S3. According to the design parameters, each segment of the staggered steel plate is precisely cut according to its specifications.

[0049] S4. Assemble the cut vertical steel plates into segments in an alternating manner, using clamps or positioning molds to ensure that each steel plate segment is positioned according to the design requirements.

[0050] S5. Weld the staggered steel plates into sections to form an integrated connecting plate-rib structure.

[0051] S6. Connect the top plate and bottom plate to the integrated connecting plate-rib structure to form the main steel frame connection body, namely the prefabricated hybrid steel frame concrete beam-column connection structure.

[0052] Preferably, in step S3, the connecting plate and rib are cut according to their respective segmented structures; in step S4, the various local T-shaped structures, short strips, and other steel plate structural components of different lengths assembled in an alternating manner are placed according to the designed position and direction, and then temporarily fixed by spot welding after measurement and adjustment; in step S5, the welding sequence of each steel plate segment is planned, and then the segments of the connecting plate and rib are continuously welded according to the planned sequence, and the welds are welded according to the designed weld size to form an integrated connecting plate-rib structure.

[0053] Preferably, step S6 includes:

[0054] S61. A positioning fixture is set on the base plate, and the integrated connecting plate-rib structure is placed according to the designed position and direction. After measurement and adjustment, it is fixed by spot welding.

[0055] S62. Divide the welding area at the bottom of the integrated structural component into multiple parts, and weld them continuously to the bottom plate joint in the planned order to form the intermediate component of the connecting structure.

[0056] S63. A positioning fixture is set on the top plate, the middle part of the connecting structure is upside down and placed according to the design orientation, and after measurement and adjustment, it is fixed to the top plate by spot welding.

[0057] S64. Using the same method as S62, continuously weld the top of the integrated structural component in the intermediate component of the connecting structure to the top plate joint in the planned sequence to form the steel frame connecting body.

[0058] Preferably, appropriate beveling can be pre-cut on the top and bottom plates before welding to ensure root penetration of the weld. Fixtures can be locating pins, clamping plates, etc., which restrict the movement of components to ensure accurate positioning. Specifically, clamping plates with locating holes are installed on the bottom plate or a fixed three-dimensional platform, and the ends of the steel structure components are inserted into these holes for initial positioning.

[0059] Preferably, in the preparation of beam-column node components in step T1, when prefabricating the assembled hybrid steel frame concrete beam-column connection structure: the boundary lines of the corresponding grid on the surface of the top / bottom plate are orthogonally distributed, and at least one boundary line of the grid on the outer perimeter of the non-top / bottom plate is an empty boundary, that is, no segments of the connecting plate and rib plate are set on the boundary, and the grid can be connected to the outer perimeter of the top / bottom plate from the empty boundary.

[0060] Preferably, the grid on the surface of the top / bottom plate in the fabrication of the prefabricated hybrid steel frame concrete beam-column connection structure is a 4×4 grid, and the connecting plate and rib plate are connected to each other in adjacent segments between at least two cross sections between the top plate and the bottom plate to form a mesh-like fully connected structure.

[0061] Preferably, the top surface of the mesh-like fully connected structure abuts against the bottom surface of the top plate, and a gap is provided between the bottom end of the rib plate on at least one boundary sidewall of the mesh on its non-outer peripheral boundary and the bottom plate; or, the bottom surface of the mesh-like fully connected structure abuts against the top surface of the bottom plate, and a gap is provided between the top end of the rib plate on at least one boundary sidewall of the mesh on its non-outer peripheral boundary and the top plate; or, at least one boundary sidewall of the mesh on its non-outer peripheral boundary has a gap between its bottom end and top end and the top surface and bottom surface of the bottom plate, respectively, and a rib plate segment connecting the connecting plates or rib plates at both ends of the sidewall is provided in the middle.

[0062] Preferably, the grid on the surface of the top / bottom plate in the fabrication of the prefabricated hybrid steel frame concrete beam-column connection structure is a 3×4 grid, and the connecting plate and rib plate are connected to each other in adjacent segments between at least two cross sections between the top and bottom plates to form a tandem-shaped fully connected structure with two horizontal lines.

[0063] Preferably, one end face of the top or bottom of the fully connected structure abuts against at least one of the two faces: the bottom face of the top plate or the top face of the bottom plate.

[0064] Preferably, in the fabrication of the prefabricated hybrid steel frame concrete beam-column connection structure, the connecting plates and ribs are orthogonally distributed, the 3×4 grid is an orthogonal grid, and the side length of each grid is a short strip. On the non-outer perimeter boundary of the orthogonal grid, the connecting plates and ribs form a non-fully connected structure.

[0065] The connecting plate is arranged on the dividing line of the base plate in one direction, and the connecting plate in the other orthogonal direction is eccentrically distributed, that is, there are one and two grids on its two sides respectively; the connecting plate is a continuous plate in one direction, and is divided into two segments by the continuous plate in the other orthogonal direction; the rib plate is six single short strip plates, and two single short strip plates form an L-shaped rib plate, which is arranged at two adjacent corners of the base plate.

[0066] Preferably, in the 3×4 grid, on the non-outer perimeter boundary of the orthogonal grid: the continuous plate can form a T-shaped structure with any segment of the two connecting plates in the opposite direction orthogonal to it, or with an adjacent short rib in the opposite direction orthogonal to it. Preferably, one of the short ribs in the two L-shaped ribs is replaced with a double short length plate to form a T-shaped structural rib.

[0067] Preferably, in the fabrication of the prefabricated hybrid steel frame concrete beam-column connection structure, the height of the connecting plate can be different in two sections, one within and one outside the vertical projection range of the top / bottom slab, forming an inverted L-shaped structure. Preferably, in the inverted L-shaped structure, the top of the connecting plate is a continuous plane, while there are only two stepped surfaces at the bottom, meaning the height decreases after leaving the boundary of the bottom slab.

[0068] Preferably, in the fabrication of the prefabricated hybrid steel frame concrete beam-column connection structure, the connecting plates in the same direction extend along the same straight line to increase the symmetrical distribution of bending moments.

[0069] Preferably, in the fabrication of the prefabricated hybrid steel frame concrete beam-column connection structure, the connecting plates and ribs are designed and manufactured according to common specifications to improve versatility; the connecting parts of the connecting plates and ribs are prefabricated and then installed on the base plate; preferably, the ribs are prefabricated as L-shaped or T-shaped components before being spliced ​​and installed. The base plate and the connecting plates and ribs are fabricated as an integrated module, and the connecting plates and ribs form a cross-shaped, grid-shaped, or zigzag-shaped structure with L-shaped structural members at the four corners. For cases where the M×N grid has an odd number of elements in at least one direction, the connecting plates and ribs are assembled into a symmetrical structure to reduce component movement during layout and facilitate fabrication and construction.

[0070] Preferably, in the fabrication of the prefabricated hybrid steel frame concrete beam-column connection structure, the outer periphery of the top plate / bottom plate is parallel to the extension direction of the vertically arranged connecting plate and rib plate, and the side of the rib plate ends at the boundary of the top plate / bottom plate, while the connecting plate extends outward and has two rows of bolt holes outside the vertical projection range of the top plate / bottom plate for connection with the crossbeam.

[0071] Preferably, the top and bottom plates are of the same size, and the M×N grid is evenly distributed on the top / bottom plates. Preferably, the connecting plate is located on the midline of the bottom plate along the extension direction of the connecting plate. Preferably, when the M / N ratio of the grid is even, the connecting plate is located on the midline of the bottom plate along the extension direction of the connecting plate; when the M / N ratio of the grid is odd, the connecting plate is located on the boundary line of one of the grids adjacent to the midline of the bottom plate along the extension direction of the connecting plate. Preferably, when the beam-column joint is an edge joint, the connecting plate is located on the boundary line of one grid adjacent to the midline of the bottom plate along the extension direction of the connecting plate, on the inner side of the building.

[0072] Compared with the prior art, the present invention has the following advantages: the intermediate connection structure, crossbeam and reinforced concrete column of the beam-column connection node of the present invention are all prefabricated in batches and constructed by mechanization in the factory, with less wet work on site, and has the advantages of fast construction, good quality and saving materials and labor.

[0073] In the prefabricated installation of beam-column connection nodes, the present invention uses a steel structure component at the center, which greatly simplifies the operation and improves construction efficiency compared to the steel reinforcement binding of ordinary beam-column nodes. Since there is no need to avoid the steel reinforcement inside the beam, there is no need to constrain the height of the two side beams, which improves the flexibility and reliability of the structural design and makes it more aesthetically pleasing.

[0074] The prefabricated hybrid steel-frame concrete beam-column connection structure manufactured in this invention is composed of multiple vertical steel plates assembled in an alternating manner. It can be flexibly designed according to the stress conditions of the nodes. In directions with higher stress, the thickness of the connecting plates or the number of ribs can be appropriately increased, while in directions with lower stress, the amount of steel plates can be reduced, thus saving steel. Compared to rectangular steel pipe welding connections, steel plates are easier to cut and weld on-site. From a mechanical performance perspective, the horizontal and vertical staggered arrangement of steel plates provides multi-directional force transmission paths, allowing forces to be transferred and distributed between steel plates in different directions, effectively dispersing stress concentration. Connecting domains are constructed in the grid space formed by the connecting plates and ribs, and the spaces between the steel plates are filled with concrete grout. This structure not only eliminates the need for extensive fire and corrosion protection for exposed steel components, improving durability and reducing overall costs, but also significantly increases the compressive and shear strength of the steel structure, thereby increasing the node bearing capacity, improving node ductility and energy dissipation capacity. Simultaneously, the concrete reinforcement further reduces steel usage, lowering the overall cost.

[0075] In the construction of the prefabricated hybrid steel frame concrete beam-column connection node of this invention, one column is connected to the intermediate connecting structure and the end plate of the opposite column via column reinforcement. This eliminates the need for bolted connections of end plate steel connectors or grouting sleeve connections of reinforcement bars, as well as welding of rectangular steel pipes to flat plates, achieving a non-discontinuous connection where the column reinforcement runs through the intermediate connecting structure. Compared to non-through connections, the distance between the upper and lower column reinforcement bars can be significantly shortened, which is beneficial to the stable connection of the structure.

[0076] It should be understood that all combinations of the foregoing concepts and the additional concepts discussed in more detail below (provided that such concepts are not inconsistent with each other) can be contemplated as part of the inventive subject matter disclosed herein. In particular, all combinations of the claimed subject matter appearing in this disclosure can be contemplated as part of the inventive subject matter disclosed herein. Attached Figure Description

[0077] Figure 1 This is a schematic diagram of the prefabricated hybrid steel frame concrete beam-column connection node of the present invention, showing the connection completed and ready for subsequent concrete pouring.

[0078] Figure 2 This is a schematic diagram of the assembly construction of the prefabricated hybrid steel frame concrete beam-column connection node;

[0079] Figure 3 A schematic diagram of the beam structure for the connection node of prefabricated hybrid steel frame concrete beam and column;

[0080] Figure 4 , Figure 5These are schematic diagrams of the first and second columns of the prefabricated hybrid steel frame concrete beam-column connection node.

[0081] Figure 6 , Figure 7 These are structural schematic diagrams and exploded schematic diagrams of a prefabricated hybrid steel frame concrete beam-column connection structure.

[0082] Figure 8 , Figure 9 , Figure 10 These are the top view, front view, and left view of the beam-column connection structure, respectively.

[0083] Figure 11 , Figure 12 , Figure 13 Figure 13 , Figure 14 These are schematic diagrams of a connecting plate and a rib plate in a beam-column connection structure.

[0084] Figure 15 A schematic diagram of the central node structure of a prefabricated hybrid steel frame concrete beam-column connection node;

[0085] Figure 16 A three-dimensional structural diagram of the prefabricated hybrid steel frame concrete beam-column connection node after the pouring step.

[0086] Figure 17 , Figure 18 This is a structural schematic diagram of a prefabricated hybrid steel frame concrete beam-column connection node in another embodiment;

[0087] Figure 19 , Figure 20 , Figure 21 These are schematic diagrams of prefabricated hybrid steel frame concrete beam-column connection structures using different portal plates in another embodiment.

[0088] Figure 22 , Figure 23 These are, respectively, a structural schematic diagram and an exploded view of the prefabricated hybrid steel frame concrete beam-column connection structure in another embodiment;

[0089] Figure 24 , Figure 25 , Figure 26 These are, respectively, the top view, front view, and left view of the beam-column connection structure in another embodiment;

[0090] Figure 27 , Figure 28 , Figure 29 These are schematic diagrams showing the bottom plate, connecting plate, and rib plate of the beam-column connection structure in another embodiment.

[0091] Figure 30 , Figure 31These are schematic diagrams of irregular structures for prefabricated hybrid steel frame concrete beam-column connection nodes.

[0092] In the diagram: 1000, prefabricated hybrid steel frame concrete beam-column connection node;

[0093] 100 - Prefabricated hybrid steel frame concrete beam-column connection structure; 200 - First column; 300 - Horizontal beam; 400 - Second column; 500 - Nut; 600 - High-strength bolt; 700 - Post-cast part of beam-column joint.

[0094] 110. Connecting plate; 120. Rib plate; 130. Bottom plate; 140. Top plate; 150. Door lintel (door lintel connecting plate / door lintel rib plate); 151. Door sill plate; 152. Door bolt plate.

[0095] 111 / 113, First / Second Horizontal Connecting Plate; 112 / 114, First / Second Vertical Connecting Plate; 115, Bolt Holes / Threaded Holes.

[0096] 121. Horizontal ribs; 122. Vertical ribs.

[0097] 131 / 141, Through-hole for reinforcing bars,

[0098] 210. Column end plate (flange plate), 220 / 420. Shear key, 240 / 440. Column body, 250 / 450. Column reinforcement, 251. Threaded end of reinforcement, 252. Bent reinforcement, 260 / 460. Column stirrup, 270. Column base, 280. Column pier;

[0099] 310. Beam connection; 320. Beam main body; 330. Beam reinforcement; 340. Beam stirrups.

[0100] 311. Lap section of crossbeam reinforcement, 312. Crossbeam connection section, 313. Stud, 314. Threaded hole of beam, 315. Upper flange, 316. Web, 317. Lower flange;

[0101] 410. Adapter; 430. Outer end plate; 411. Column outer end plate (flange plate); 412. Column rib plate; 413. Column inner end plate; 414. Butt hole. Detailed Implementation

[0102] The preferred embodiments of the present invention are described in detail below with reference to the accompanying drawings, but the present invention is not limited to these embodiments. The present invention covers any substitutions, modifications, equivalent methods, and solutions made within the spirit and scope of the present invention.

[0103] The invention is described more specifically in the following paragraphs by way of example with reference to the accompanying drawings. It should be noted that the drawings are simplified and use non-precise proportions, intended only to facilitate and clarify the illustration of the embodiments of the invention. In particular, the terms "up" and "down" in the vertical direction are relative; when the connecting nodes of the invention are in different orientations, the upper and lower end faces of components such as columns will switch relative positions. This understanding should be included within the scope of protection of the technical solutions disclosed in this invention.

[0104] Example 1:

[0105] The beams of existing precast concrete frame structures require two construction phases: precast and cast-in-place. Since the beam reinforcement needs to be anchored at the joints, and the joints themselves need to be cast in place, the connection between the precast beams and columns at the joints requires grouting sleeves and rebar lap splices. At beam-column joints, the reinforcement from both beams often extends through the column, resulting in densely intersecting reinforcement. This necessitates consideration of rebar avoidance, which can easily lead to insecure binding or positional deviations, causing discrepancies between construction and design, thus reducing reliability.

[0106] Compared to cast-in-place structural systems, steel frame systems save construction time. However, existing steel frame structures often use rectangular or circular steel tubes for connections, which has shortcomings in terms of cost, self-weight, and space occupation. Rectangular steel tubes require a large amount of steel, directly increasing material costs. A large amount of steel also increases the structure's self-weight, which can cause problems for buildings with high foundation bearing capacity. For example, in building multi-story steel structures on soft soil foundations, excessive joint weight increases the burden on the foundation. Furthermore, rectangular steel tubes have a certain volume; at facade connection points with specific aesthetic requirements, excessive use of rectangular steel tubes can occupy significant space, potentially affecting the installation of other equipment or the building's appearance.

[0107] Based on the above research, and building upon existing technologies, reducing on-site wet work, optimizing node connection structures and assembly methods, improving construction efficiency, and reducing steel consumption are urgent problems to be solved. Therefore, this invention provides a method for fabricating a prefabricated hybrid steel frame concrete beam-column connection structure and a method for constructing connection nodes, used to fabricate the prefabricated hybrid steel frame concrete beam-column connection structure and connect it to beams and columns at joints.

[0108] On one hand, the present invention provides a construction method for prefabricated hybrid steel frame concrete beam-column connection nodes, characterized by comprising the following steps:

[0109] T1. Preparation of beam-column joint components, including the prefabricated hybrid steel frame concrete beam-column connection structure located in the middle, at least one crossbeam, and at least one of the first and second columns;

[0110] The prefabricated hybrid steel frame concrete beam-column connection structure is made of steel plates and includes: a top plate and a bottom plate for connecting to the upper and lower columns respectively; a vertical connecting plate for connecting the crossbeams; and vertical ribs arranged at the same height as the connecting plates and staggered within the range of the top and bottom plates. The top and bottom ends of the connecting plates and the top and bottom ends of the ribs are respectively connected to the top and bottom plates. The end connections of the connecting plates and ribs with the top and bottom plates divide the bottom surface of the top plate and the top surface of the bottom plate into an M×N grid. Through holes for reinforcing bars are provided on the outer perimeter of the grid for passing through the column reinforcing bars embedded in the columns. The non-outer perimeter grid within the three-dimensional grid space enclosed by the connecting plates and ribs forms a connected domain with the outer perimeter grid between two cross sections between the top and bottom plates.

[0111] The crossbeam has a crossbeam connector at one end, with one end being a lapped section of the crossbeam reinforcement and the other end being a crossbeam connector section. The lapped section of the crossbeam reinforcement is cast into the crossbeam concrete together with the crossbeam stirrups. The crossbeam connector includes an upper flange, a lower flange, and a web. Threaded holes are provided on the crossbeam connector section of the web.

[0112] The middle part of the first column and the second column is a reinforced concrete main body including column steel bars and column stirrups. The end that is connected to the prefabricated hybrid steel frame concrete beam-column connection structure is the first end. The column steel bars are threaded at least at the first end. The second column has a steel adapter embedded in the direction of the first end. The adapter includes an outer end plate, an inner end plate and a column rib plate vertically connected between the two. The outer end plate and the inner end plate are provided with steel bar through holes on their outer periphery. The first end of the column steel bar on the second column passes through the inner end plate and is connected to the outer side of the inner end plate by a nut.

[0113] The prefabricated assembled hybrid steel frame concrete beam-column connection structure, beams and columns, which are manufactured in the factory, are transported to the construction site.

[0114] T2. Securely install the first column below the beam-column joint into place;

[0115] T3. Hoist the prefabricated hybrid steel frame concrete beam-column connection structure into place, making its bottom plate horizontal and the through holes of the reinforcing bars on the bottom plate aligned with the column reinforcing bars extending from the top of the first column respectively; slowly lower the prefabricated hybrid steel frame concrete beam-column connection structure until the column reinforcing bars extending from the top of the first column pass through the through holes of the reinforcing bars on its bottom plate and top plate respectively.

[0116] T4. Hoist the second column above the beam-column joint into place, aligning the through holes of the reinforcing bars on the outer end plate of the transition joint with the reinforcing bars extending from the top of the first column; slowly lower the second column so that the reinforcing bars of the first column extending from the top plate of the prefabricated mixed steel frame concrete beam-column connection structure pass through the through holes of the reinforcing bars on the outer end plate of the second column.

[0117] T5. Install washers on the top of each of the column steel bars of the first column that pass through the outer end plate of the second column upwards, and then install nuts. Use a manual wrench to initially tighten each nut so that the bottom plate and top plate of the connecting structure are initially in contact with the horizontal end faces of the lower and upper columns respectively.

[0118] T6. Tighten each nut to ensure that the torque value of each bolt meets the design requirements.

[0119] T7. Hoist the crossbeam into place, and initially align the web of the crossbeam connection with the corresponding connecting plate in the prefabricated hybrid steel frame concrete beam-column connection structure.

[0120] T8. Fine-tune the position of the crossbeam so that the web plate is aligned with the threaded holes on the corresponding connecting plate, and insert the high-strength bolts into the threaded holes of the connecting plate and the web plate that are in contact with each other.

[0121] T9. Install washers and nuts on the bolts, and initially tighten each nut;

[0122] T10. Tighten all nuts connecting the prefabricated hybrid steel frame concrete beam-column connection structure to the crossbeam.

[0123] T11. Formwork is provided on the four vertical end faces of the upper part of the main body of the column below the prefabricated mixed steel frame concrete beam-column connection structure, on both sides and the lower end of the web of the crossbeam connection part.

[0124] T12. Pour concrete material into the upper part of the crossbeam connection and vibrate it to fill it, so that the concrete grout fills the three-dimensional grid space around the connecting plate and the rib plate.

[0125] T13. After curing, a concrete protective layer is formed in the node area, completely covering the steel structure components in the node.

[0126] On the other hand, in the preparation of beam-column joint components in step T1 above, when prefabricating the assembled hybrid steel frame concrete beam-column connection structure, the present invention also provides a method for manufacturing the assembled hybrid steel frame concrete beam-column connection structure, characterized by including the following steps:

[0127] S1. Initial structural design: In the prefabricated hybrid steel frame concrete beam-column connection structure, steel plates are used as the bottom plate and top plate. Vertical connecting plates and vertical ribs made of steel plates are staggered between the bottom plate and the top plate, and a space is reserved between them for filling concrete. The connecting plates extend beyond the bottom plate and the top plate and are connected to the web plate at the end of the beam by high-strength bolts.

[0128] S2. Perform stress analysis on the beam-column connection structure. Through structural mechanics calculations, determine the magnitude and direction of the forces transmitted to the connection structure by the beam and column under various load combinations. Based on the arrangement of the connection plate and rib plate, calculate the thickness and size of the steel plate that meets the stress constraint requirements, and obtain the design parameters of the prefabricated hybrid steel frame concrete beam-column connection structure.

[0129] S3. According to the design parameters, each segment of the staggered steel plate is precisely cut according to its specifications.

[0130] S4. Assemble the cut vertical steel plates into segments in an alternating manner, using clamps or positioning molds to ensure that each steel plate segment is positioned according to the design requirements.

[0131] S5. Weld the staggered steel plates into sections to form an integrated connecting plate-rib structure.

[0132] S6. Connect the top plate and bottom plate to the integrated connecting plate-rib structure to form the main steel frame connection body, namely the prefabricated hybrid steel frame concrete beam-column connection structure.

[0133] Specifically, such as Figure 1 As shown, the prefabricated hybrid steel frame concrete beam-column connection node 1000 constructed using the construction method of the present invention includes: a prefabricated hybrid steel frame concrete beam-column connection structure 100 manufactured using the manufacturing method of the present invention and disposed in the middle of the node, at least one crossbeam 300, and at least one of the first column 200 and the second column 400.

[0134] Among them, combined Figure 1 , Figure 2 , Figure 3 As shown, the crossbeam 300 has a crossbeam connection part 310 at its end. One end of the crossbeam connection part 310 is a crossbeam reinforcement lap section 311, and the other end is a crossbeam connection section 312. The crossbeam reinforcement lap section 311 and the crossbeam stirrups 340 are cast together in the crossbeam concrete. The crossbeam connection part 310 includes an upper flange 315, a lower flange 317, and a web 316. The crossbeam connection section of the web 316 has a threaded hole, namely a beam threaded hole 314, and is connected to a connecting plate 110 in the prefabricated hybrid steel frame concrete beam-column connection structure 100 through the threaded hole by a high-strength bolt 600.

[0135] The columns connected to the prefabricated hybrid steel frame concrete beam-column connection structure 100 are divided into two categories: the first column 200 and the second column 400. Figure 1 , Figure 2 In the middle, the first column 200 and the second column 400 are located below and above the intermediate connecting structure, respectively.

[0136] Combination Figure 4 , Figure 5 As shown, the middle part of the first column 200 and the second column 400 is a reinforced concrete main body, namely the column main body 240 / 440, including column steel bars 250 / 450 and column stirrups 250 / 450. The end that connects with the prefabricated hybrid steel frame concrete beam-column connection structure 100 is the first end. The column steel bars 250 / 450 are threaded at least at the first end. Among them, only at the first end... Figure 4 The designation indicates the end thread 251 of the column reinforcement 250. The thread at the end of the column reinforcement 250 / 450 is used to secure the embedded section to the steel plate or structure through which it passes via the nut 500.

[0137] The second column 400 has a steel adapter 410 pre-embedded at its first end. The adapter 410 includes an outer end plate 411 as a flange, an inner end plate 413 as the end connection of the inner column reinforcement 450, and a column rib plate 412 vertically connected between the two. The outer end plate 411 and the inner end plate 413 have through holes for reinforcement bars on their outer peripheries. The through hole in the outer end plate 411 serves as a mating hole 414 for connection with the intermediate connecting structure and the second column. After the first end of the column reinforcement 450 of the second column 400 passes through the inner end plate 413, it is terminated on the outside of the inner end plate 413 by a nut 500.

[0138] Combined Figure 6 , Figure 7 As shown, the first end of the upper column steel bar 250 of the first column 200 passes through the steel bar through holes on the bottom plate 130 and top plate 140 of the prefabricated hybrid steel frame concrete beam-column connection structure 100, and the steel bar through hole, i.e., the butt hole 414, of the outer end plate 411 of the second column 400, and is terminated by a nut 500 on the inner side of the outer end plate 411 of the column, so as to realize the connection and fixation of the upper and lower columns and the intermediate connection structure.

[0139] like Figure 5 As shown, preferably, at the end of the column reinforcement 450 with threads, i.e., the end thread of the reinforcement bar, such as the second column 400, the nut 500 is fixed to the inner side of the pre-embedded column end plate 413 before the concrete is poured, so as to strengthen the biting force of the end through the tightening of the nut and improve the anti-displacement ability of the column reinforcement bar and the end plate.

[0140] See Figure 6 , Figure 7 and combined Figure 1 , Figure 2 As shown, the prefabricated hybrid steel frame concrete beam-column connection structure 100 made of steel plate of the present invention includes: a top plate 140 and a bottom plate 130 for connecting to the upper and lower columns respectively; a vertical connecting plate 110 for connecting the crossbeam 300, the connecting plate 110 being connected to the web plate at the end of the crossbeam 300 by high-strength bolts 400; and a vertical rib plate 120 at the same height as the connecting plate 110 within the interlayer between the top plate 140 and the bottom plate 130.

[0141] The top and bottom ends of the connecting plate 110 and the top and bottom ends of the rib plate 120 are respectively connected to the top plate 140 and the bottom plate 130; and, combined with Figure 8 , Figure 9 , Figure 10 As shown, the connecting plate 110 and rib plate 120, and the end connections with the top plate 140 and bottom plate 130, divide the bottom surface of the top plate 140 and the top surface of the bottom plate 130 into an M×N grid. Through holes 141 / 131 for reinforcing bars are provided on the outer perimeter of the grid in the top plate 140 and bottom plate 130 for passing through the pre-embedded column reinforcing bars. See also... Figure 7 As shown, the non-outer perimeter grid in the three-dimensional grid space enclosed by the connecting plate 110 and the rib plate 120 within the range of the top plate 140 and the bottom plate 130 forms a connected domain with the outer perimeter grid between at least two cross sections between the top plate 140 and the bottom plate 130; the connected domain is used to allow concrete grout to flow from the outer perimeter sidewall of the three-dimensional grid space and fill the entire three-dimensional grid space.

[0142] Combination Figure 1 , Figure 16 As shown, after the prefabricated hybrid steel frame concrete beam-column connection structure 100, the beam 300, and the column are fastened together, concrete grout injected from the beam connection section 312 in the beam connection part 310 flows into the three-dimensional grid space in the prefabricated hybrid steel frame concrete beam-column connection structure 100 through the outer peripheral sidewall and fills the entire three-dimensional grid space through the connecting domain, so as to form an integral concrete covering layer in each docking area and form the integral beam-column joint post-cast part 700. Figure 16 As shown, preferably, the casting areas corresponding to the joint areas between the prefabricated hybrid steel frame concrete beam-column connection structure 100 and the crossbeam 300, the first column 200 and the second column 400 are respectively formed into cuboids in the extension direction of the beam and column.

[0143] See Figure 1 , Figure 2 , Figure 3 , Figure 16 As shown, during construction, after the prefabricated hybrid steel frame concrete beam-column connection structure 100 is connected to the crossbeam 300, the first column 200, and the second column 400, formwork is erected on the four vertical end faces of the main body 240 of the column 200 located below the prefabricated hybrid steel frame concrete beam-column connection structure 100, on both sides and the lower end of the web of the crossbeam connection section 312 of the crossbeam 300, and concrete is poured from the crossbeam connection section 312. The concrete grout flows from the crossbeam connection section 312, through the outer peripheral sidewall of the three-dimensional grid space, and then through the flow of the connected domain to fill the entire three-dimensional grid space. The height of the formwork on both sides of the web of the crossbeam connection section 312 is set such that the top of the grout is a certain distance above the bottom of the upper column body, which can be taken as the set value of the concrete protective layer thickness. After curing, as... Figure 16 As shown, a concrete covering layer is formed in the joint area composed of the prefabricated hybrid steel frame concrete beam-column connection structure 100, the beam 300, and the column 200. This achieves concrete covering of the exposed steel structural components, eliminating the need for large-area anti-corrosion and fireproofing treatment processes for the steel structure.

[0144] Combination Figure 6 , Figure 7 , Figure 8 , Figure 9 , Figure 10 As shown, in the prefabricated hybrid steel frame concrete beam-column connection structure 100, both the vertical connecting plate 110 and the vertical rib plate 120 are made of vertical steel plates. The extension direction of the connecting plate is consistent with the extension direction of the web of the connected beam, i.e., the beam itself, and is in contact with the web. The connecting plate 110 has bolt holes, i.e., threaded holes 115, for high-strength bolts 400 to pass through. Preferably, the rib plate includes multiple segments, each segment being alternately connected to at most one connecting plate; for connecting plates arranged in a regular horizontal and vertical pattern, the alternate connection is preferably perpendicular. A portion of the rib plate is not connected to any of the connecting plates, and preferably is parallel to one of the connecting plates.

[0145] In the three-dimensional grid space formed by the connecting plates and ribs, the connected domains are fully connected in all beam directions; that is, a unique, overall connected domain can be formed in the beam-column connection node. Alternatively, this connected domain may also include multiple separate, independent connected domains, where each independent connected domain can be connected to the space surrounding the connecting plate connected to at least one beam in the beam-column node. This allows concrete grout to flow into the central grid of the three-dimensional grid space from at least one beam connection section, ensuring that all steel structural components in the entire beam-column connection structure are in full contact with the concrete, forming a steel-concrete integrated structure.

[0146] like Figure 8As shown, preferably, the connecting plates in the same direction extend along the same straight line and can be composed of one or two single steel plates. This achieves a symmetrical distribution of bending moments and improves the balance between the ends of the nodes. Figure 8 In the middle, the first horizontal connecting plate 111 and the second horizontal connecting plate 113 extend along the same horizontal straight line in the horizontal direction; the first vertical connecting plate 112 and the second vertical connecting plate 114 extend along the same vertical straight line.

[0147] Preferably, the connecting plate has the same height in both sections, both within and outside the vertical projection range of the top / bottom plate; that is, the side of the connecting plate or its projection on the elevation is rectangular. Figure 10 The second vertical connecting plate 114. Preferably, the height of the connecting plate may differ in the two sections within and outside the vertical projection range of the top / bottom plate, forming an inverted L-shaped structure, such as... Figure 9 , Figure 10 The first horizontal connecting plate 111, the first vertical connecting plate 112, and the second horizontal connecting plate 113 are included; wherein the thickness of the connecting plates and the height of each section are calculated according to the stress requirements.

[0148] Preferably, in the inverted L-shaped structure, the top of the connecting plate is a continuous flat surface, while there are only two stepped surfaces at the bottom, meaning the height decreases after leaving the bottom plate boundary. Figure 9 , Figure 10 As shown, the first transverse connecting plate 111 and the second transverse connecting plate 113, extending along the same straight line, have a reduced height in sections outside the vertical projection range of the top / bottom plate compared to sections within the projection range. This height reduction is achieved by raising the bottom of the connecting plate and forming an L-shaped stepped surface. The top of the connecting plate remains a continuous plane, allowing the connecting plate to form a complete steel structure pressure transfer in the column range of the beam-column joint, while also fully utilizing this section to resist the shear load of the bent rectangular beams on both sides. In the figure, the first vertical connecting plate 112 and the second vertical connecting plate 114, extending along another vertical straight line, respectively adopt rectangular and L-shaped vertical panels. The selection of the shape and size of the connecting plates is determined by stress analysis. The L-shaped structure further saves on the amount of steel plate used.

[0149] See Figure 3As shown, the prefabricated beam 300 in the prefabricated hybrid steel frame concrete beam-column joint construction of the present invention has a beam connection section 312 made of H-beams or I-beams. Shear studs 313 are provided on both sides of the beam reinforcement lap section 311, on the upper side of the upper flange 315, and on the lower side of the lower flange 317, in the web 316. The beam reinforcement lap section 311 in the beam 300 is formed by the beam reinforcement 330 lapped with the upper flange 315 and lower flange 317 on the side of the beam connection part 310 near the main beam part 320, and fixed with beam stirrups 340, thereby casting a prefabricated concrete beam with steel structure connectors in the factory.

[0150] Anchor studs 313 are welded to the surface of the steel plate. When concrete is poured after the beam-column connection, the studs embed into the concrete, forming a mechanical interlocking force to prevent horizontal slippage and vertical separation at the interface. This achieves shear force transfer and coordinated operation between the steel plate of the beam and the concrete beam. The resulting steel plate-concrete interface connection is formed by anchor studs in three directions on the steel plate, creating shear keys that tightly connect the steel plate to the concrete beam. The shear studs enhance the integrity of the beam and the connection joint, as well as the shear capacity of the joint.

[0151] In the beam-column connection construction method of the present invention, the positions of the first column and the second column can be interchanged.

[0152] When the beam-column connection node is a non-intermediate node such as a top node or a bottom node, only one of the first column and the second column is required. In this case, if the column is only the first column, then step T4 is not required in the above steps of the construction method. Preferably, in step T3, the column reinforcement extending from the top of the first column can pass through the reinforcement through holes on the bottom plate and the top plate of the prefabricated hybrid steel frame concrete beam-column connection structure in sequence, or it can pass only through the bottom plate. Correspondingly, in step T5, washers are installed on the tops of each column reinforcement of the first column that passes through the bottom plate or the top plate of the prefabricated hybrid steel frame concrete beam-column connection structure.

[0153] If the column is only the second column, then steps T2 to T5 in the above construction method are as follows: T2, fix and install the second column below the beam-column joint; T3, hoist the prefabricated hybrid steel frame concrete beam-column connection structure into place, making its base plate horizontal and aligned with the pre-embedded column outer end plate at the top of the second column along the perimeter vertical line; T4, slowly lower the prefabricated hybrid steel frame concrete beam-column connection structure until the base plate / top plate is connected to the column outer end plate of the second column; T5, fine-tune the position of the prefabricated hybrid steel frame concrete beam-column connection structure so that its base plate is aligned with the reinforcing bar through holes on the corresponding column outer end plate, insert high-strength bolts into the reinforcing bar through holes that are in contact with the base plate and the corresponding column outer end plate; install washers and nuts on the bolts, and initially tighten each nut. Preferably, the reinforcing bar through holes in the base plate / top plate and the column outer end plate in this connection step can be replaced with threaded holes.

[0154] See Figure 1 As shown, preferably, if there is no second column 400 in the connection node, such as in the beam-column node at the top of the building, the first end of the column reinforcement of the first column 200 passes through the reinforcement through holes on the bottom plate and top plate of the prefabricated hybrid steel frame concrete beam-column connection structure in sequence, and is then fixed by nut end connection on the outside of the top plate through which it passes.

[0155] When beam-column joints are applied to different floors and locations, if the columns connected in the joint include a first column and a second column, located at an end outside the current joint, the ends of the column reinforcement bars can either be threaded or straight without threads; the former corresponds to intermediate or top joints that need to connect to intermediate structures, while the latter corresponds to bottom joints directly buried in the ground. (Combined) Figure 1 , Figure 2 The illustrated beam-column joint connects to a second column and a first column at the top and bottom. The other ends of these columns, extending in the same direction, connect to another prefabricated hybrid steel-frame concrete beam-column connection structure, beam, and column, forming another beam-column joint. The second column can be paired with or combined with the first column to connect to the upper and lower ends of the prefabricated hybrid steel-frame concrete beam-column connection structure, and the same applies to the first column.

[0156] The end of the first column opposite to the prefabricated hybrid steel frame concrete beam-column connection structure is the second end. The second end of the first column may or may not have a pre-set column end plate as a flange. If pre-set, the column reinforcement bars are threaded through the inner side of the outer periphery of the flange plate, and the corresponding column reinforcement bars are threaded at the second end. When applied to intermediate or top nodes, refer to... Figure 17As shown in the upper half of the first column 200, assuming that the lower end of the first column 200 is connected to a prefabricated hybrid steel frame concrete beam-column connection structure and the upper end of the first column 200 is the second end, then a column end plate 210 is pre-set as a flange plate at the second end of the first column 200.

[0157] refer to Figure 17 As shown, assuming the beam-column joint is the top node, the second column 400 is removed. The second end column reinforcement 250 of the first column 200 passes through the reinforcement through hole on the bottom plate of another prefabricated hybrid steel frame concrete beam-column connection structure 100 at the near end, and is then fixed to one side of the other prefabricated hybrid steel frame concrete beam-column connection structure 100 by nuts. At this time, a shear key 220 is provided on the pre-set column end plate 210 at the second end.

[0158] Or, refer to Figure 17 As shown, assuming the beam-column joint is the top joint, the second end column reinforcement 250 of the first column 200 passes through the reinforcement through holes on the bottom plate and top plate of another prefabricated mixed steel frame concrete beam-column connection structure 100, and the reinforcement through hole on the outer end plate of the upper column of another second column 400, and is terminated by a nut 500 on the inner side of the outer end plate of the upper column of the other second column 400.

[0159] Similar to the first column, the other end of the second column also has two structures: one using an adapter and the other using a pre-embedded steel plate. Correspondingly, the exposed end of the column's reinforcing bar is also threaded.

[0160] The end of the second column opposite to the connection structure between it and the prefabricated hybrid steel frame concrete beam-column is called the second end. Preferably, the second end of the second column uses the same adapter structure as the first end. (Reference) Figure 1 , Figure 5 As shown, the outer end plate of the second end of the second column can be connected to the near-end top / bottom plate of another prefabricated hybrid steel frame concrete beam-column connection structure. The two are connected by high-strength bolts passing through their respective rebar through-holes. Specifically, when the second end is located at the top node, the steel plate connected to it (i.e., the near-end) is the bottom plate of the prefabricated hybrid steel frame concrete beam-column connection structure, and the corresponding top plate of the connection structure can be left unopened facing upwards. When the second end is located at the middle node, the second end faces upwards / downwards, and the corresponding near-end steel plate is the bottom / top plate of the prefabricated hybrid steel frame concrete beam-column connection structure. Simultaneously, the top / bottom plate of this beam-column connection structure continues to connect to another column. Alternatively, similar to... Figure 1 , combined Figure 5As shown, the inner side of the outer end plate 411 of the second end of the second column 400 is connected by a nut to the end of a column steel bar extending from the end of another column, wherein the connected column steel bar first passes through the steel bar through holes on the top and bottom plates of another prefabricated hybrid steel frame concrete beam-column connection structure 100.

[0161] In another case, refer to Figure 17 As shown in the lower column, the other end of the second column, i.e., the second end, adopts a structure with a pre-embedded column end plate as a flange plate. Similarly, a column reinforcing bar with a threaded end is threaded through the inner side of the outer perimeter of the flange plate. After the column reinforcing bar of the second end extends out of the column end plate, it passes through the reinforcing bar through hole on the top / bottom plate of another prefabricated hybrid steel frame concrete beam-column connection structure at the near end, and is then fixed by a nut on one side of the prefabricated hybrid steel frame concrete beam-column connection structure.

[0162] See Figure 2 , Figure 6 , Figure 7 As shown, preferably, the top plate and bottom plate in the prefabricated hybrid steel frame concrete beam-column connection structure are the same size and equal to or slightly larger than the flange plate pre-embedded at the end of the column; during installation, the center of the top plate and bottom plate is located on the same vertical line as the center of the flange plate pre-embedded at the end of the column.

[0163] When the M / N ratio of the grid formed by the connecting plate and ribs between the bottom and top plates is even, the connecting plate is located on the midline of the bottom plate along the extension direction of the connecting plate; that is, the connecting plate is positioned on the boundary line of the two central grids. See also... Figure 7 , Figure 8 As shown, preferably, the connecting plate is located on the midline of the base plate in the direction of the connecting plate's extension, thereby forming a central distribution of the beam's bending moment.

[0164] Preferably, in the staggered arrangement of the prefabricated hybrid steel frame concrete beam-column connection structure fabrication method, the boundary lines of the grid divided by the end-connecting plates and ribs on the surface of the top / bottom plate are orthogonally distributed. The connecting plates and ribs are connected to each other in adjacent segments between at least two cross sections between the top and bottom plates to form a connection structure similar to a grid. The vertical segments in the middle of the structure may be single or multiple segments missing.

[0165] Preferably, in step S3, the connecting plate and rib are cut according to their respective segmented structures; in step S4, the short strips, structural segments, and other steel plate structural components of different lengths are placed according to the designed positions and directions, and then temporarily fixed by spot welding after measurement and adjustment; in step S5, the welding sequence of each steel plate segment is planned, and then the segments of the connecting plate and rib are continuously welded according to the planned sequence, and the welds are welded according to the designed weld dimensions such as weld height and weld width, so as to form an integrated connecting plate-rib structure, i.e., an integrated structural component.

[0166] Preferably, the steel plates in the orthogonal structure, such as a grid, are assembled on a work platform. First, the horizontal steel beams are placed to ensure accurate positioning and that the spacing between the beams meets the design requirements, and then fixed using clamps or temporary supports. Next, the vertical steel beams are installed, intersecting the horizontal steel beams perpendicularly, again ensuring positional accuracy, to form a grid-shaped frame structure.

[0167] Preferably, step S6 includes:

[0168] S61. Set up positioning fixtures on the base plate or a three-dimensional platform that is fixed to it, place the integrated connecting plate-rib structure according to the designed position and direction, and fix it by spot welding after measurement and adjustment.

[0169] S62. Divide the welding area at the bottom of the integrated structural component into multiple parts, and weld them continuously to the bottom plate joint in a planned order to form the lower part of the connecting structure. Welding can be performed from the center of the connecting structure to the edge or from the edge to the center to reduce welding deformation.

[0170] S63. A positioning fixture is set on the top plate, the lower part of the connecting structure is upside down and placed according to the design orientation, and after measurement and adjustment, it is fixed to the top plate by spot welding.

[0171] S64. Using the same method as S62, continuously weld the top of the integrated structural component in the lower part of the connecting structure to the joint of the top plate in the planned sequence to form the steel frame connecting body.

[0172] As a preferred option, appropriate beveling can be pre-cut on the top and bottom plates before welding to ensure root penetration of the weld.

[0173] Preferably, the tooling fixture can be a locating pin, a clamping plate, etc., which ensures the accurate positioning of the component by restricting its movement. For example, a clamping plate with positioning holes can be set on a base plate or a three-dimensional platform fixed to it, and the end of the steel structure component can be inserted into the positioning hole to initially position it.

[0174] When designing a staggered connection plate-rib structure, the dimensions of the integrated structural component modules should be determined based on actual engineering requirements and construction conditions. This includes considering factors such as the cross-sectional dimensions of beams and columns, the space requirements for the staggered arrangement of steel plates, and the convenience of on-site installation.

[0175] When cutting steel plates, CNC flame cutting machines or plasma cutting machines can be used to ensure that the dimensional accuracy of the steel plates is within the allowable error range, generally controlled within ±1~2mm. Simultaneously, according to connection requirements, when drilling holes in the steel plates according to design requirements, the diameter of the holes is determined by the bolt specifications, generally 1~2mm larger than the bolt diameter. The positional accuracy of the holes is required to be high, with the center position deviation controlled within ±0.5mm, and the roughness of the hole walls must meet the requirements to avoid affecting the installation or welding quality of the bolts. CNC drilling machines or magnetic drills are used for drilling to ensure the quality of the holes.

[0176] When positioning the steel plates in sections, clamps or positioning molds can be used to ensure accurate placement. Generally, a reusable steel frame mold can be fabricated for each structural design. The vertical steel plates are first placed in the mold's slots for positioning, and then the horizontal steel plates are placed in. Positioning pins on the mold ensure the perpendicularity and parallelism between the steel plates. During assembly, the gaps between the steel plates need to be checked. The gaps should be uniform, generally controlled within 1-3mm, to facilitate subsequent welding operations.

[0177] During measurement and adjustment, measuring tools such as steel rulers and calipers are used to measure the position of steel structure components. Parameters such as the spacing and angles between components are measured and compared with design values. Spacing deviations are controlled within ±2mm, and angle deviations within ±1°. For components with inaccurate positions, adjustments are made by slight movement or using tools.

[0178] In the fabrication and joint fixing of the structure of this invention, appropriate welding equipment is selected according to the material and thickness of the steel structure, such as CO2 gas shielded welding, submerged arc welding, bevel welding equipment, or manual arc welding equipment. The welding equipment is debugged, and the current and voltage regulation functions are checked for normal operation. Before welding, matching welding materials are selected according to the material of the steel structure. For Q235 steel, E43 series welding rods or ER50-6 welding wire can be used. Welding rods should be dried before use. The drying temperature for acidic welding rods is generally 100-150℃, and for basic welding rods, it is 350-400℃, with a drying time of 1-2 hours. The dried welding rods should be stored in an insulated container and used as needed. During welding, tack welding is performed first. The length and spacing of the tack welds are determined according to the steel plate thickness and stress conditions, generally with a length of 30-50mm and a spacing of 100-200mm. Then, formal welding is carried out. For thick steel plates, multi-layer, multi-pass welding is used, and the thickness of each weld layer and the welding sequence are carefully controlled to avoid welding deformation and stress concentration. For steel plates thicker than 10mm, the thickness of each weld layer shall not exceed 1.2 times the diameter of the welding rod.

[0179] Staggered steel plates are welded together to form an integrated connecting plate-rib structure. CO2 gas shielded welding or submerged arc welding can be used to ensure weld quality. For steel structure connections and nodes bearing heavy loads, bevel welding can be used between the steel plates. Appropriate bevel shapes, such as V-shapes or U-shapes, are machined on the edges of the steel plates. The bevels of two steel plates are then butt-jointed, and welded together firmly using methods such as arc welding or CO2 gas shielded welding. This welding method ensures root penetration of the weld, resulting in a high-strength connection.

[0180] During the fabrication process, symmetrical welding can be used, such as welding symmetrically from the center of the grid structure outwards, or welding simultaneously at two opposite connection points. Additionally, welding is performed sequentially at the center of the grid structure. Preferably, welding begins from a corner of the grid, for example, the upper left corner, welding the connecting weld. During welding, the electrode angle should be maintained correctly, generally around 60° to 80° between the electrode and the steel plate plane. Other connection welds are then welded diagonally in a clockwise or counterclockwise direction. During welding, the welding speed and current should be controlled to avoid welding defects. The welding speed is determined based on the electrode diameter and steel plate thickness; for a 3.2mm diameter electrode, the welding speed can be around 10 to 15 cm / min.

[0181] For each weld, a multi-layer, multi-pass welding method is preferred. For example, for thicker steel plates, a root pass weld is performed first, with the thickness controlled at 3-5 mm, followed by filler and capping welds. The number of filler passes is determined based on the designed weld thickness, and the width of each pass should not exceed 3-4 times the diameter of the welding electrode.

[0182] After welding is completed, the weld quality is inspected. The inspection includes checking the weld's appearance for smoothness, the presence of defects such as porosity, slag inclusions, and cracks, and verifying that the weld dimensions meet design requirements. Weld inspection tools, such as weld gauges, can be used for measurement. For critical structural components, non-destructive testing, such as ultrasonic testing and radiographic testing, may be performed as needed to ensure the internal quality of the weld.

[0183] Generally, when fabricating prefabricated hybrid steel frame concrete beam-column connection structures, the connecting plates and ribs are designed and manufactured according to common specifications to improve versatility; the connecting parts of the connecting plates and ribs are prefabricated and then installed on the base plate. Preferably, the ribs are prefabricated as L-shaped or T-shaped components before being assembled. The base plate and the connecting plates and ribs are fabricated as an integrated module, and the connecting plates and ribs form a cross-shaped, grid-shaped, or zigzag-shaped structure with L-shaped structural members at the four corners.

[0184] refer to Figure 6 , Figure 7 As shown, in this embodiment, the vertical connecting plate 110 and vertical rib 120, together with the horizontal top plate 140 and bottom plate 130, form a three-dimensional grid space. The sidewalls of the facade are empty in several grids to create a connected domain. Preferably, the boundary lines of the corresponding grids on the surface of the top / bottom plate are orthogonally distributed. At least one boundary line of the grid on the non-outer perimeter boundary of the top / bottom plate is an empty boundary, meaning that no segments of the connecting plate and rib are provided on this boundary. This allows the three-dimensional grid corresponding to this grid to connect with the outer perimeter boundary of the top / bottom plate from the sidewall surface corresponding to the empty boundary. Concrete grout can then flow in from the beam connecting section corresponding to the outer perimeter boundary, densely filling the area around the internal grid steel plate and strengthening the structural strength. Simultaneously, this orthogonal structural design makes the overall sampling structure more regular and easier to manufacture.

[0185] Combination Figure 7 , Figure 8 As shown, in the 4×4 three-dimensional grid, each of the four central grids has two empty side facades, allowing concrete grout to flow in from the crossbeam connection sections on both sides.

[0186] This incompletely connected structure reduces steel consumption. Specifically, when constructing the connecting plate and rib grid space, the orientation of the connecting plate is first determined based on the beams connected to the nodes, and then the distribution of the ribs is constructed. (Refer to...) Figure 7As shown, for grids not on the outer perimeter, i.e., the middle grids, their four boundaries can each save one short strip length in two directions.

[0187] Steel possesses high strength and good toughness, enabling it to withstand significant tensile forces, making it suitable for bearing both vertical and horizontal tensile loads. Concrete, on the other hand, has high compressive strength and strong bearing capacity. Combining steel plates and concrete beams allows the frame to work collaboratively under vertical loads such as the building's self-weight and service loads, fully utilizing the material properties of each. When resisting horizontal loads such as earthquakes, the ductility of steel provides the structure with good deformation capacity, while the greater mass of concrete helps increase the structure's resistance to inertial forces.

[0188] This invention arranges steel plates horizontally and vertically in a staggered arrangement in the intermediate connection structure of beam-column joints, allowing for flexible design based on the stress conditions of the joint. The thickness or number of steel plates can be appropriately increased in directions of higher stress, while the amount of steel plates can be reduced in directions of lower stress. This achieves more rational use of steel and avoids the situation of excessive overall steel consumption, as seen with rectangular steel pipes. In one beam-column connection scenario, finite element analysis revealed that the bending moment primarily acts in the horizontal direction. Therefore, thicker steel plates are arranged horizontally to resist the bending moment, while the vertical steel plates can be relatively thinner, effectively improving material utilization efficiency. The processing and installation of steel plates are relatively flexible. Compared to rectangular steel pipes, steel plates are easier to cut and weld on-site. Furthermore, steel pipes require simultaneous positioning in multiple directions, making installation difficult; while steel plates can be installed gradually according to site conditions, and the staggered arrangement facilitates operation by construction personnel, improving construction speed and quality.

[0189] In terms of structural performance, the horizontally and vertically staggered arrangement of steel plates in the connection structure manufactured in this invention provides multi-directional force transmission paths. When the node is subjected to complex external forces, such as the combined effects of axial force, bending moment, and shear force, this arrangement allows forces to be transferred and distributed between the steel plates in different directions, effectively dispersing stress concentration. In contrast, rectangular steel pipes mainly rely on the pipe wall to transmit stress, which may lead to excessive local stress under certain complex stress conditions. By rationally designing the connection and arrangement of the steel plates, the overall load-bearing capacity of the node and the reliability of the structure can be improved.

[0190] In the construction method of prefabricated hybrid steel frame concrete beam-column connection node, as a preferred embodiment, in step T8, a washer is first inserted before inserting the bolt into the connecting plate and the web.

[0191] Before installing beam-column joints, prepare the installation equipment and tools. Select appropriate lifting equipment, such as truck cranes or tower cranes, based on the weight and installation height of each module.

[0192] During the hoisting of each component module, ensure the module's balance and stability. By appropriately setting the lifting points, ensure even stress distribution during lifting. During the placement of the hybrid steel-concrete beam-column connection structure, precisely control the position of the structural components to ensure accurate alignment with the beam and column installation positions. Total stations, theodolites, and other surveying instruments can be used for positioning, with an accuracy generally controlled within ±5mm. During hoisting, first lift the structural components to slightly above the installation position, then slowly lower them. Use surveying instruments and manual adjustments to ensure accurate contact between the base plate and the column connection surface. When hoisting the crossbeams, ensure the web of the crossbeam connection portion aligns with the corresponding surface of the connection plate of the hybrid steel-concrete beam-column connection structure.

[0193] Before connecting the columns, check and adjust the verticality. Use a plumb line or laser plumb line for measurement, and control the verticality deviation within ±2mm. If the verticality does not meet the requirements, adjust it using bottom shims, pads, or tools such as jacks and supports.

[0194] Before installation, select the bolt specifications based on the stress conditions of the beam-column connection structure, including tension, compression, and shear forces, and design requirements. Simultaneously, determine the bolt length based on the thickness of the beam web and connecting plate steel to ensure that 2 to 3 threads are exposed after tightening the nut. For high-strength bolts, a torque wrench can be used to tighten them to the specified torque value. For M20 high-strength bolts, the torque value can be found in the design specifications based on the bolt's strength grade and connection requirements, typically between 400 and 600 N·m. Initial tightening should be performed, with the initial tightening torque generally being 50% to 70% of the final tightening torque, followed by final tightening. The purpose of initial tightening is to ensure a tight fit between the connected steel plates, creating conditions for final tightening. Final tightening ensures that the torque value of each bolt accurately meets the design requirements. Final tightening should be carried out systematically, such as by tightening symmetrically from the center to the edges. For beam connections with rectangular cross-sections, first tighten the bolts in the center, then tighten them symmetrically towards the four corners. After final tightening, check the torque values ​​to ensure that the torque value of each bolt meets the requirements.

[0195] The construction method for prefabricated hybrid steel frame concrete beam-column joints of the present invention requires the injection of concrete grout into the bending space inside the prefabricated hybrid steel frame concrete beam-column connection structure located at the center of the beam-column joint, which is blocked by steel plates. This requires optimization of the aggregate and mortar ratio.

[0196] The grouting material selected is a high-strength, non-shrink or micro-shrink grouting material, mainly composed of high-strength aggregates and cement, supplemented with highly fluid, micro-expansion, and anti-segregation substances. It possesses both high strength and micro-expansion properties. High strength ensures the filled structure can withstand certain pressure and external forces, while micro-expansion ensures it fills all voids during hardening, compensating for concrete shrinkage and making the filling more compact, thus playing a good filling role in bending spaces. The maximum particle size of the aggregate is preferably no more than 1 / 5 to 1 / 3 of the minimum size of the grouting channel space to ensure that fine stones can smoothly pass through the side wall injection port into the bending space without being stuck during grouting, thus affecting the filling effect.

[0197] Preferably, the concrete grouting material is a high-strength non-shrink or micro-shrink grouting material, the maximum particle size of the fine stones in the aggregate does not exceed 1 / 5 of the minimum size of the grouting channel space, and the thickness of the coating layer is not less than 15mm.

[0198] The protective layer formed by the pouring of concrete after the beam-column joint is connected can effectively prevent the steel plate from being corroded, ensuring the durability of the structure, and also ensuring that the steel plate and concrete can work together.

[0199] In beam-column connection construction, the intermediate connection structure can also adopt a non-through connection method with upper and lower flanges, but its height will be limited by the beam height requirements, and the spacing between the reinforcing bars between the upper and lower columns will be relatively large. This invention's prefabricated hybrid steel frame concrete beam-column joint construction method connects the reinforcing bars of one column to the end plate of the opposite column via an intermediate connecting structure. This eliminates the need for bolted connections using end plate steel connectors or grouting sleeve connections for the reinforcing bars, and also eliminates the need for welding rectangular steel pipes to flat plates, achieving a non-discontinuous connection of the column reinforcing bars through the intermediate connection structure. Compared to non-through connections, the distance between the upper and lower column reinforcing bars can be significantly shortened, which is beneficial for the stable connection of the structure.

[0200] Example 2

[0201] This embodiment illustrates the construction when the beam-column connection is located at the bottom. In the bottom beam-column connection, the bottom end of the column is embedded in a concrete block.

[0202] See Figure 1 , Figure 4 , Figure 17 As shown, both the first and second columns have their second ends facing away from the current prefabricated hybrid steel frame concrete beam-column connection structure. The column reinforcement at the bottom end of the first column 200, after extending out of the reinforced concrete main body, is bent in four directions on the horizontal plane to form bent reinforcement 252, and a column base 270 with a cross-sectional area larger than the main body is formed in the area of ​​the bent reinforcement. Without loss of generality, the first column can also be replaced by the second column.

[0203] Preferably, the first or second column located at the bottom has its entire or most of its main body cast together with its second end in a concrete structure to form a column base. See also Figure 18 As shown, a column base 280 is formed at the bottom of the first column, while only the column reinforcing bar 250 extends out to be installed and connected to the prefabricated hybrid steel frame concrete beam-column connection structure 100.

[0204] On the other hand, at the first end of the first column, an end plate can also be pre-embedded as a flange plate. (See also...) Figure 17 As shown, preferably, a column end plate 210 is pre-embedded at the first end of the first column 200 as a flange plate. The first end of the column reinforcement 250 of the first column 200 passes through the reinforcement through hole of the column end plate 210 and then extends into the reinforcement through hole on the bottom plate 130 of the prefabricated mixed steel frame concrete beam-column connection structure 100.

[0205] A shear key 220 is provided on the inner side of the column end plate 210 facing the column. The shear key 220 adopts an H-shaped steel structure, including end flanges and a middle web.

[0206] Reference Figure 6 , Figure 17 As shown, preferably, the base plate 130 and top plate 140 may have through holes 142 at their centers, which are proportionally smaller than their outer perimeters. These through holes correspond to the web of the H-shaped shear key 220 pre-embedded at the corresponding column end. The lower / upper end plates of the pre-embedded column also have equally sized column end through holes at corresponding positions. The web of the shear key crosses these column end through holes and connects to the flanges on both sides.

[0207] During the precasting of the column by pouring concrete, the column end through-hole and one outward-facing section of the H-shaped shear key are sealed with pre-filled material to form a post-cast segment space. Preferably, before post-casting the beam-column joint, a reinforcing plate can be used to extend the web of the H-shaped shear key through the column end through-hole and the bottom / top plate through-hole, or the side of the reinforcing plate can be welded to a rib in the intermediate connecting structure adjacent to the through-hole to extend the shear key and enhance connection strength and shear resistance.

[0208] Preferably, the web of the beam connecting section is welded to the joint of the connecting plate in the prefabricated hybrid steel frame concrete beam-column connection structure to achieve a bolted-welded connection, thereby further increasing the connection strength.

[0209] Similarly, the flange plates of the columns are also connected to the joints of the top / bottom plates in the prefabricated hybrid steel frame concrete beam-column connection structure via welding. The joints can be spot-welded at each end or welded along the entire joint.

[0210] Example 3

[0211] Unlike Example 1, in this example, the M / N ratios for the grid are all odd numbers. Without loss of generality, refer to... Figures 11-14 As shown, a 3×3 grid is used as an example.

[0212] Combination Figure 7 , Figure 11 As shown, the rib 120 comprises multiple segments, which are staggered or parallel to each connecting plate. The multiple short segments can be combined to form a longer integrated medium-length or long strip depending on their position. The top and bottom ends of the rib are respectively connected to the top plate / bottom plate, and the outer boundary of the outer peripheral rib is flush with the boundary of the top plate / bottom plate.

[0213] Preferably, the outer periphery of the top plate / bottom plate is parallel to the extension direction of the connecting plate and the rib plate arranged perpendicular to each other, and the side of the rib plate ends at the boundary of the top plate / bottom plate, while the connecting plate extends outward and has two rows of bolt holes outside the vertical projection range of the top plate / bottom plate for connection with the crossbeam.

[0214] See Figures 11-14 As shown, preferably, the 3×3 grid is evenly distributed on the top / bottom slab. When the M / N ratio of the grid is odd, the connecting plate is located on the boundary line of one of the adjacent grids parallel to the midpoint of the connecting plate's extension direction, thus forming an eccentric distribution of the beam bending moment. Specifically, when the beam-column joint is an edge node, the connecting plate is located on the boundary line of one grid adjacent to the midpoint of the connecting plate's extension direction, on the inner side of the building. Alternatively, when the M / N ratio of the grid is odd, as a special case, a central distribution can also be formed. In this case, the connecting plate is placed on the midpoint of the central grid, i.e., the central column grid is split into two columns / rows of smaller grids.

[0215] Furthermore, by optimizing the grid space formed by the connecting plates and ribs, it can be configured into a fully connected steel plate structure. (Refer to...) Figures 11-14 As shown, in the prefabricated hybrid steel frame concrete beam-column connection structure of the present invention, the base plate, the connecting plate, and the rib plate are made into an integrated module. Specifically, on the 3×3 grid of the base plate, the connecting plate and the rib plate are orthogonally distributed horizontally and vertically, and adjacent segments are interconnected between at least two cross-sections between the top plate and the base plate, forming a grid-shaped fully connected structure.

[0216] On the non-outer perimeter boundary of a 3×3 orthogonal grid, there are four types of structures that can be designed in two categories.

[0217] The first type involves connecting plates composed of multiple segments. This first type of structure, such as... Figure 11 As shown. In this configuration, the connecting plate in each direction forms a T-shaped structure with the connecting plate or rib in the other direction; and, as... Figure 11 As shown in the shapes enclosed by the solid lines, dashed lines, and dotted lines, there are four T-shaped structures, and adjacent T-shaped structures are rotated 90 degrees in the same direction around the vertical axis. That is, the vertical bars at the intersection of the horizontal and vertical ends of the T-shapes are at 90 degrees to each other. The vertical axis is a straight line perpendicular to the top and bottom plates.

[0218] The second structure, such as Figure 14 As shown. There are three T-shaped structures formed by the connecting plate and the connecting plate or rib in another direction, with two of these T-shaped structures being adjacent and rotated 90 degrees around the vertical axis, as shown. Figure 14 The shape enclosed by the dashed and solid lines is shown; another T-shaped structure is shown as the dotted and dashed line frame, with a long rib at one end perpendicular to the connecting plate, which also connects two single short strip plates.

[0219] In the process of forming a fully connected structure, this type of structure first ensures the arrangement of the connecting plates, and then sets short strips as needed; compared with the structure design of segment splicing, it greatly saves welding length and effectively reduces defects.

[0220] The second type involves a continuous, long plate within the connecting plate. The third type of structure, such as... Figure 12 As shown. The connecting plate is a continuous, elongated plate in one direction; in another orthogonal direction, it is divided into two segments by the continuous plate, as shown below. Figure 12 The vertical direction is indicated by dashed and dotted lines. The rib consists of three vertically oriented single-short-length plates and one double-short-length plate, the latter shown as a horizontal dotted-and-dotted line. The double-short-length plate has a span equal to the length of the longer side of two adjacent grids; the double-short-length plate can be... Figure 12 The direction parallel to the long board can be either horizontal or vertical.

[0221] The fourth structure, such as Figure 13 As shown. The connecting plate is a continuous, elongated plate in one direction, and in another orthogonal direction, it is divided into three segments by the continuous plate and a long rib, as shown. Figure 12 The dashed and dotted lines in the vertical direction indicate the segmentation in the middle. Additionally, the rib plate has four short, vertically oriented strips.

[0222] In the process of forming a fully connected structure, this type of structure prioritizes ensuring that the continuous connecting plate and the long strip with ribs are not interrupted. That is, in the three-dimensional configuration, it is preferred to use a plate structure that is longer in a certain direction, and the connecting plate is preferred over the rib.

[0223] Based on the above four structures, the central grid of the 3×3 grid has at least one empty boundary line, meaning that no segments of the connecting plates and ribs are set on this boundary. This allows the three-dimensional grid corresponding to this empty boundary to connect with the outer perimeter of the top / bottom plate from the side wall corresponding to the empty boundary, so that concrete grout can flow in from the beam connection section corresponding to the outer perimeter. Preferably, the empty side wall is selected and set from the segments of the ribs; furthermore, it is preferred to select from the independent short strips of the ribs in the above four structures, i.e., single short strip length plates, and then from double short strip length plates composed only of rib segments.

[0224] When manufacturing the prefabricated hybrid steel frame concrete beam-column connection structure of the present invention, steel plates are cut according to the above-mentioned structure segments, and then each segment is welded to form an integrated whole connection structure.

[0225] Preferably, in step S4 of the manufacturing method, short strips, segmented structural components such as T-shapes, and other lengths of steel plate structural components are placed according to the designed position and direction, and then temporarily fixed by spot welding after measurement and adjustment;

[0226] You can also first create various T-shaped, L-shaped, and other local structures on the platform, and then arrange these local structures and individual steel plates according to the design drawings. Plan the welding sequence carefully to avoid structural deformation due to welding stress.

[0227] In this embodiment, the orthogonal structural design makes the overall structure regular, which is convenient for processing and manufacturing.

[0228] Example 4

[0229] Unlike the above embodiments, this embodiment uses a different design for the connected domains of the fully connected structure.

[0230] refer to Figures 19-21 and combined Figure 8 As shown, in the 4×4 three-dimensional grid, the horizontal and vertical connecting plates form a cross-shaped central structure. The top, bottom, left, and right sides of the outer perimeter of this central structure are formed by ribs, creating a grid-like rib frame. This results in the connecting plates and ribs forming a fully connected, three-horizontal-three-vertical mesh structure. (Comparison) Figure 7 As shown, in this fully connected structure, the four central grid cells cannot be as... Figure 7 The diagram shows a connection between one of the vacant side facades and the outer perimeter grid. To construct a connecting channel for the flow of grouting material, this embodiment employs an optimized design between two cross-sections of the side facade.

[0231] like Figure 19 , Figure 21 As shown, one end face of the fully connected structure abuts against the top surface of the bottom plate in the prefabricated hybrid steel frame concrete beam-column connection structure using a threshold plate; or, it abuts against the bottom surface of the top in the prefabricated hybrid steel frame concrete beam-column connection structure using a lintel plate.

[0232] Figure 19 In the middle, the bottom end of the threshold plate 151 abuts against the top surface of the connecting structure base plate, and there is a gap between its top end and the bottom surface of the top plate, thus forming a channel space for the flow of grouting material in the gap.

[0233] Figure 21 In the middle, the top of the lintel 150 abuts against the bottom surface of the top plate, and there is a gap between its bottom end and the top surface of the bottom plate, thus forming a channel space for the flow of grouting material in the gap.

[0234] Unlike the structure of lintels and door sills, in Figure 20 In this design, a bolt plate 152 is used to connect the top and bottom plates, and between their two cross sections. The bolt plate 152 is a bolt-shaped plate located between the top and bottom plates, with its two ends connected to adjacent connecting plates / ribs. This creates two spaces for grout to flow between the top of the bolt plate 152 and the bottom of the top plate, and between the bottom of the bolt plate 152 and the top of the bottom plate.

[0235] Furthermore, in Figures 19-21 Based on the structure shown, the three types of door panels—the lintel, sill, and bolt—can be extended from the rib position to the connecting plate position. That is, the lintel can be a lintel connecting plate formed by a segment of the connecting plate, or a lintel rib formed by a segment of the rib. Similarly, the sill also includes a sill connecting plate formed by a segment of the connecting plate, or a sill rib formed by a segment of the rib; the bolt also includes a bolt connecting plate formed by a segment of the connecting plate, or a bolt rib formed by a segment of the rib.

[0236] Furthermore, after the connecting plates and ribs form a fully connected mesh grid structure, all the non-outer perimeter grids of the M×N grid are constructed on at least one side wall with any of the three types of door-shaped plates: lintel, sill, and bolt. This allows any non-outer perimeter grid to communicate with the outer perimeter grid through the gap between one or more of the aforementioned door-shaped plates and the top / bottom plate, so that grout can flow into the connected outer perimeter grid.

[0237] As a preferred option, in a fully connected structure, steel plates extending in the same direction can be a single unit, and then the bottom of a certain segment can be cut at the corresponding design location to form the overall shape including the lintel and other local structures.

[0238] This embodiment, through the structural design of portal plates, improves the overall strength of the beam-column connection structure compared to non-fully connected structures, while ensuring the construction of a grouting material connectivity domain; furthermore, the use of steel is reduced through the construction of several portal plate configurations. Meanwhile, the fully connected structure allows for interconnection of connecting plates and ribs from the bottom or middle sections, increasing flexibility in selection with multiple structural options.

[0239] Example 5

[0240] For an M×N grid, this embodiment provides the case where there is an odd number of grids in one of the directions.

[0241] Reference Figure 22 , Figure 23 ,as well as Figures 24-26 , Figures 27-29 As shown, the M×N grid is a 3×4 grid, which respectively illustrates the structural schematic diagram, three-view diagram, and component composition schematic diagram of the prefabricated hybrid steel frame concrete beam-column connection structure in this embodiment. On the 3×4 grid of the base plate, the connecting plates and ribs are orthogonally distributed horizontally and vertically, forming a zigzag structure with two horizontal lines according to the number of rows and columns.

[0242] See Figures 27-29 As shown, preferably, the connecting plates and ribs are orthogonally distributed, and the 3×4 grid is an orthogonal grid, with each grid having a side length of a short strip. A fully connected structure is designed on the non-outer perimeter boundaries of the orthogonal grid. Without loss of generality, the diagram illustrates a beam-column connection node located at the building edge, where the beams are distributed in three directions. For the center node, the upper connecting plate in the vertical direction is extended upwards.

[0243] exist Figure 27 In the design, vertical connecting plates are centrally located on the base plate and are continuous. Horizontal connecting plates are divided into two sections. The left horizontal connecting plate and a short rib form a T-shape, as shown by the dashed line in the figure; the right horizontal connecting plate and the vertical connecting plate form another T-shape, as shown by the dashed line in the figure. An L-shaped rib is placed at each of the two lower corners of the base plate.

[0244] Figure 28In the design, the horizontally oriented connecting plates, which are eccentrically distributed, are continuous, as shown in the dashed box; while the vertically oriented connecting plates are divided into two segments, as shown in the dotted-line box. The continuous horizontal plate can form a T-shaped structure with any segment of the two vertically oriented connecting plates and any segment of the two short vertical ribs above the continuous plate. Similarly, at the two lower corners of the base plate, there is an L-shaped ribbed plate.

[0245] Figure 27 and Figure 28 The structures shown are all non-fully connected structures, and the two L-shaped ribs on the lower side are not connected to the connecting plate. Figure 29 The diagram illustrates a structure where one of the short ribs in the two lower L-shaped ribbed plates is replaced with two short long plates forming a T-shape, thus connecting the entire connecting plate and the ribs, as shown in the shape enclosed by the dotted and dashed lines in the figure. However, the central grid still has empty side facades on the left boundary of the second row and second column grid and the lower boundary of the second row and third column grid. Therefore, referring to Embodiment 1, since grout can flow in by connecting the empty facades with the outer grid, the other three boundary facades of these two grids can be segmented with equal height from the bottom plate to the top.

[0246] Referring to Embodiment 4, interconnected steel plates can be arranged on all non-outer perimeter boundaries of the 3×4 grid to form a fully connected structure. For the fully connected structure, on the sidewall corresponding to at least one boundary of the non-outer perimeter grid, any one of the following structures—a lintel, a threshold, or a bolt—is used, so that the three-dimensional grid can communicate with the outer perimeter grid from that side, thereby allowing grout to be injected from the corresponding outer perimeter grid.

[0247] Preferably, the T-shaped, L-shaped, and other structural components are prefabricated before being installed on the base plate. The connecting plates and ribs are designed and manufactured according to common specifications and modules to improve versatility. For M×N grids with an odd number of elements in at least one direction, the connecting plates and ribs are assembled into a symmetrical structure to reduce component movement during layout and facilitate manufacturing and construction.

[0248] This embodiment provides a structural design for connecting plates and ribs when M≠N and the grid distribution has an odd number of rows or columns. This further improves the flexibility of selection.

[0249] Example 6

[0250] Figure 15 This illustration demonstrates the application of the prefabricated hybrid steel frame concrete beam-column joint construction method of the present invention in the center node of an intermediate layer. The structural components to which this invention is applied can be extended to general applications.

[0251] The top-level node differs from the intermediate-level nodes in that it lacks a column located on top of the prefabricated hybrid steel frame concrete beam-column connection structure. Therefore, the prefabricated hybrid steel frame concrete beam-column connection structure can correspondingly connect to other roof structural components on the top slab.

[0252] For nodes located on the side of the building, the difference from the center node is that the beams are connected to the prefabricated hybrid steel frame concrete beam-column connection structure in three directions; while for corner nodes, the beams are connected in only two directions. Therefore, the connecting plates in the prefabricated hybrid steel frame concrete beam-column connection structure extend beyond the bottom / top area only in two or three directions.

[0253] In the prefabricated hybrid steel frame concrete beam-column connection structure, the connecting plate and rib plate that are connected to the top plate and the bottom plate divide the bottom surface of the top plate and the top surface of the bottom plate into an M×N grid; wherein, without loss of generality, the M×N grid can be a grid with non-orthogonal boundary lines.

[0254] Depending on the structural requirements of the building, sometimes obtuse / acute angles are formed between beams. For example... Figure 30 As shown, the first transverse connecting plate 111 and the second transverse connecting plate 113 extend along the same transverse straight line in the transverse direction; the first vertical connecting plate 112 and the second vertical connecting plate 114 extend along the same vertical straight line; wherein, the extension direction of the first transverse connecting plate 111 forms an obtuse angle and an acute angle with the extension directions of the first vertical connecting plate 112 and the second vertical connecting plate 114, respectively. At this time, the boundary lines of the embedded steel plates of the rectangular columns and the base plates 130 / 140 in the prefabricated hybrid steel frame concrete beam-column connection structure 100 are not necessarily parallel or perpendicular to the direction of the beams / the extension direction of the connecting plates. Preferably, the boundary lines of the base plates 130 / 140 can be parallel to the direction of one of the connecting plates, such as... Figure 31 As shown.

[0255] In this embodiment, the connection structure produced by the present invention is adjusted to an irregular shape, thereby expanding its application scope.

[0256] In addition, although the embodiments are described and illustrated separately above, some common technologies are involved, and those skilled in the art can replace and integrate them between the embodiments. If there is any content not explicitly described in one embodiment, then another embodiment that is described can be referred to.

[0257] The embodiments described above do not constitute a limitation on the scope of protection of this technical solution. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the above embodiments should be included within the scope of protection of this technical solution.

Claims

1. A construction method for prefabricated hybrid steel frame concrete beam-column connection nodes, characterized in that, Includes the following steps: T1. Preparation of beam-column joint components, including the prefabricated hybrid steel frame concrete beam-column connection structure located in the middle, at least one crossbeam, and at least one of the first and second columns; The prefabricated hybrid steel frame concrete beam-column connection structure is made of steel plates and includes: a top plate and a bottom plate for connecting to the upper and lower columns respectively; a vertical connecting plate for connecting the crossbeams; and vertical ribs arranged at the same height as the connecting plate and staggered within the range of the top plate and bottom plate. The crossbeam has a crossbeam connector at one end, with one end being a lapped section of the crossbeam reinforcement and the other end being a crossbeam connector section. The lapped section of the crossbeam reinforcement is cast into the crossbeam concrete together with the crossbeam stirrups. The crossbeam connector includes an upper flange, a lower flange, and a web. Threaded holes are provided on the crossbeam connector section of the web. The middle part of the first column and the second column is a reinforced concrete main body including column steel bars and column stirrups. The end that is connected to the prefabricated hybrid steel frame concrete beam-column connection structure is the first end. The column steel bars are threaded at least at the first end. The second column has a steel adapter embedded in the direction of the first end. The adapter includes an outer end plate, an inner end plate and a column rib plate vertically connected between the two. The outer end plate and the inner end plate are provided with steel bar through holes on their outer periphery. The first end of the column steel bar on the second column passes through the inner end plate and is connected to the outer side of the inner end plate by a nut. T2. Securely install the first column below the beam-column joint into place; T3. Hoist the prefabricated hybrid steel frame concrete beam-column connection structure into place, making its bottom plate horizontal and the through holes of the reinforcing bars on the bottom plate aligned with the column reinforcing bars extending from the top of the first column respectively; slowly lower the prefabricated hybrid steel frame concrete beam-column connection structure until the column reinforcing bars extending from the top of the first column pass through the through holes of the reinforcing bars on its bottom plate and top plate respectively. T4. Hoist the second column above the beam-column joint into place, aligning the through holes of the reinforcing bars on the outer end plate of the transition joint with the reinforcing bars extending from the top of the first column; slowly lower the second column so that the reinforcing bars of the first column extending from the top plate of the prefabricated mixed steel frame concrete beam-column connection structure pass through the through holes of the reinforcing bars on the outer end plate of the second column. T5. Install washers on the top of each of the column steel bars of the first column that pass through the outer end plate of the second column upwards, and then install nuts. Use a manual wrench to initially tighten each nut so that the bottom plate and top plate of the connecting structure are initially in contact with the horizontal end faces of the lower and upper columns respectively. T6. Tighten each nut to ensure that the torque value of each bolt meets the design requirements. T7. Hoist the crossbeam into place, and initially align the web of the crossbeam connection with the corresponding connecting plate in the prefabricated hybrid steel frame concrete beam-column connection structure. T8. Fine-tune the position of the crossbeam so that the web plate is aligned with the threaded holes on the corresponding connecting plate, and insert the high-strength bolts into the threaded holes of the connecting plate and the web plate that are in contact with each other. T9. Install washers and nuts on the bolts, and initially tighten each nut; T10. Tighten all nuts connecting the prefabricated hybrid steel frame concrete beam-column connection structure to the crossbeam.

2. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, In the prefabricated hybrid steel frame concrete beam-column connection structure, the top and bottom ends of the connecting plate and the top and bottom ends of the rib are respectively connected to the top plate and the bottom plate. The end joints of the connecting plate and the rib with the top plate and the bottom plate divide the bottom surface of the top plate and the top surface of the bottom plate into an M×N grid. The outer perimeter grid of the grid has through holes for steel bars to pass through for the column steel bars embedded in the column. The non-outer perimeter grid in the three-dimensional grid space enclosed by the connecting plate and the rib within the range of the top plate and the bottom plate forms a connected domain with the outer perimeter grid between two cross sections between the top plate and the bottom plate.

3. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, It also includes the following steps: T11. Formwork is provided on the four vertical end faces of the upper part of the main body of the column below the prefabricated mixed steel frame concrete beam-column connection structure, on both sides and the lower end of the web of the crossbeam connection part. T12. Pour concrete material into the upper part of the crossbeam connection and vibrate it to fill it, so that the concrete grout fills the three-dimensional grid space around the connecting plate and the rib plate. T13. After curing, a concrete protective layer is formed in the node area, completely covering the steel structure components in the node.

4. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, In step T2, the first column is adjusted so that the column steel bar extending from the top of the first column is vertical; In step T4, shims are first used to adjust the bottom plate of the prefabricated hybrid steel frame concrete beam-column connection structure to be horizontal. In step T8, before inserting the high-strength bolts into the threaded holes where the connecting plate and the web plate are in contact, washers are first installed on the high-strength bolts.

5. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, The beam-column joint components are being prepared in step T1: When prefabricating the crossbeam, the crossbeam connecting section uses H-beams or I-beams, and shear studs are welded to the steel plate surfaces on both sides of the crossbeam reinforcement lap section of the web, as well as on the upper side of the upper flange and the lower side of the lower flange. The end of the column opposite to the prefabricated hybrid steel frame concrete beam-column connection structure is the second end. When prefabricating the second column, before pouring concrete, a nut is pre-fixed to the inner side of the pre-embedded column end plate at the end of the threaded column steel bar.

6. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, The concrete grouting material is a high-strength, non-shrink or micro-shrink grouting material. The maximum particle size of the fine stones in the aggregate does not exceed 1 / 5 of the minimum size of the grouting channel space, and the thickness of the coating layer is not less than 15mm.

7. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, In the preparation of beam-column joint components in step T1: when prefabricating the prefabricated hybrid steel frame concrete beam-column connection structure, the top plate and bottom plate are the same size and equal to or slightly larger than the column end plate pre-embedded at the end of the column. In step T4, the center of the top plate and bottom plate and the center of the column end plate pre-embedded at the end of the column are located on the same vertical line.

8. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, In the preparation of beam-column joint components in step T1: when prefabricating the first / second column in the bottom node, the ends of the first and second columns that are opposite to the prefabricated hybrid steel frame concrete beam-column connection structure are the second ends. The column reinforcement of the second end of the first or second column at the bottom extends out of the reinforced concrete body and is bent in four directions on the horizontal plane to form bent reinforcement. In step T2, a column platform with a cross-sectional area larger than that of the main body is formed in the area of ​​the bent reinforcement.

9. A construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, In the preparation of the beam-column joint components in step T1, when prefabricating the first column, a column end plate is pre-embedded at its first end as a flange plate. In step T3, the first end of the first column reinforcement bar passes through the reinforcement through hole of the column end plate and then extends into the reinforcement through hole on the top / bottom plate of the prefabricated hybrid steel frame concrete beam-column connection structure.

10. A construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, In the beam-column joint component preparation of step T1, when prefabricating the first column, its end facing away from the prefabricated hybrid steel frame concrete beam-column connection structure is the second end. The second end of the first column may or may not have a pre-set column end plate as a flange plate. If pre-set, the column reinforcing steel is threaded through the inner side of the outer periphery of the flange plate. The column reinforcing steel is threaded at the second end. In step T2, after the second end column reinforcement of the first column passes through the through hole of the reinforcement on the top / bottom plate of another prefabricated hybrid steel frame concrete beam-column connection structure near the end, it is fixed by a nut on one side of the prefabricated hybrid steel frame concrete beam-column connection structure. Alternatively, the second end column reinforcement of the first column passes sequentially through the reinforcement through holes on the top and bottom plates of another prefabricated hybrid steel frame concrete beam-column connection structure, and the reinforcement through holes on the outer end plate of another second column, and is terminated by a nut on the inner side of the outer end plate of the other second column. The connection via nuts involves two installation steps: initial tightening and final tightening.

11. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, In the beam-column joint component preparation of step T1, when prefabricating the second column, the end facing away from the prefabricated hybrid steel frame concrete beam-column connection structure is the second end. The second end of the second column adopts the same structure as the first end. During the installation of the beam-column joint, the outer end plate of the second end of the second column is connected to the top / bottom plate of the near end of another prefabricated hybrid steel frame concrete beam-column connection structure via high-strength bolts through their respective rebar through holes; or, the inner side of the outer end plate of the second end is nut-terminated to the end of a column rebar extending from the end of another column, wherein the nut-terminated column rebar first passes through the rebar through hole on the top / bottom plate of the other prefabricated hybrid steel frame concrete beam-column connection structure.

12. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, In the beam-column joint component preparation of step T1, when prefabricating the second column, its end facing away from the prefabricated hybrid steel frame concrete beam-column connection structure is the second end. A column end plate is pre-embedded at the second end of the second column as a flange plate, and the column reinforcing steel bar with threads at the end passes through the inner side of the outer periphery of the flange plate. During the installation of the beam-column joint, the second end of the column reinforcement in the second column will pass through the through hole of the reinforcement in the top / bottom plate of another prefabricated hybrid steel frame concrete beam-column connection structure at the near end, and then be fixed with a nut on one side of the prefabricated hybrid steel frame concrete beam-column connection structure.

13. The construction method for a prefabricated hybrid steel frame concrete beam-column connection node according to claim 1, characterized in that, In the preparation of beam-column joint components in step T1, when prefabricating the assembled hybrid steel frame concrete beam-column connection structure, the following steps are also included: S1. Initial structural design: In the prefabricated hybrid steel frame concrete beam-column connection structure, steel plates are used as the bottom plate and top plate. Vertical connecting plates and vertical ribs made of steel plates are staggered between the bottom plate and the top plate, and a space is reserved between them for filling concrete. The connecting plates extend beyond the bottom plate and the top plate and are connected to the web plate at the end of the beam by high-strength bolts. S2. Perform stress analysis on the beam-column connection structure. Through structural mechanics calculations, determine the magnitude and direction of the forces transmitted to the connection structure by the beam and column under various load combinations. Based on the arrangement of the connection plate and rib plate, calculate the thickness and size of the steel plate that meets the stress constraint requirements, and obtain the design parameters of the prefabricated hybrid steel frame concrete beam-column connection structure. S3. According to the design parameters, each segment of the staggered steel plate is precisely cut according to its specifications. S4. Assemble the cut vertical steel plates into segments in an alternating manner, using clamps or positioning molds to ensure that each steel plate segment is positioned according to the design requirements. S5. Weld the staggered steel plates into sections to form an integrated connecting plate-rib structure. S6. Connect the top plate and bottom plate to the integrated connecting plate-rib structure to form the main steel frame connection body, namely the prefabricated hybrid steel frame concrete beam-column connection structure.

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