Steel reinforced concrete beam column combined connecting mechanism and construction technology
By using a multi-layer flange plate assembly and web plate connection structure, the problems of welding quality and construction difficulty in the connection of steel-concrete beams and columns are solved, realizing an efficient and safe connection between the main reinforcement of multi-layer beams and steel columns, and improving construction quality and structural performance.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2026-02-05
- Publication Date
- 2026-03-24
AI Technical Summary
In traditional steel-concrete composite beam-column connections, it is difficult to achieve an effective connection between the main reinforcement of multi-story beams and steel columns, the welding quality is difficult to guarantee, and there are problems such as stress concentration and high construction difficulty.
The structure adopts a multi-layer flange plate assembly and web plate connection structure, including upper and lower flange plate assemblies and vertical web plates, to ensure that the main reinforcement of the beam is welded in the forward direction. Combined with the U-shaped opening and tie hook design, the positioning accuracy requirements are reduced, the operation surface is provided, and the problems of welding inconvenience and stress dispersion are solved.
It reduced construction difficulty, improved welding quality and the structure's resistance to bending, tension and shear, ensured construction quality and safety, reduced material waste, and simplified on-site construction processes.
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Figure CN121719318A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of building construction, in particular to a steel reinforced concrete beam-column combined connecting mechanism and construction process. BACKGROUND
[0002] The underground structure, super high-rise building and the like in steel structure engineering often adopt steel reinforced concrete structure. When the beam main reinforcement in the beam-column joint area is connected with the steel column, the traditional construction drawing set often adopts steel column welding sleeve connection or welding single-layer flange plate. No relevant construction drawing is provided for the connection of multi-layer beam main reinforcement and steel column.
[0003] If the double-row beam main reinforcement is welded on the upper and lower surfaces of the single-layer flange plate, it is difficult to observe and is an overhead welding operation. After the welding flux is melted, it is prone to falling and flowing due to gravity, and the welding quality is difficult to guarantee. Moreover, according to the stress analysis of the structure, the double-row reinforcement acts on the single flange plate, and the stress at the welding seam between the flange plate and the steel column is extremely large. If the welding seam has a problem, there is a great hidden danger in the whole beam. When a multi-layer connecting plate is used, although the multi-row beam main reinforcement and the multi-layer connecting plate can be subjected to horizontal welding operation and stress dispersion, the gap between the upper and lower connecting plates is small. When the lower row of steel reinforcement is anchored into the gap, it is inconvenient to weld when the welding rod extends into the inside of the gap for a long time.
[0004] In addition, when the flange plate overhangs the steel column for a long time, it will collide with the column reinforcement. Therefore, corresponding avoidance measures need to be taken when the column reinforcement passes through the connecting plate. The traditional drawing set uses a connecting plate to reserve a round hole to ensure that the column reinforcement passes through, but there are problems such as the need for the round hole reservation position to be highly consistent with the positioning of the column reinforcement on site, and the problem of controlling the thickness of the column reinforcement protection layer. For example, how to control the beam main reinforcement protection layer at the connecting plate when the X-direction and Y-direction beam main reinforcement intersect and overlap, how to avoid the collision between the studs on the steel column and the column hoop reinforcement, how to realize the steel reinforcement binding, falling into the beam groove, and welding with the steel reinforced concrete column of the beam-column joint, and a series of difficult problems such as mold sealing. It is urgent to research a construction method to realize the effective connection of multi-layer beam-column reinforcement and steel column, and to reduce the construction technical difficulty. SUMMARY
[0005] In view of a series of problems in the prior art, the present application discloses a steel reinforced concrete beam-column combined connecting mechanism and construction process. Compared with the steel column welding sleeve connection, the technical field reduces the positioning accuracy requirement of the beam main reinforcement. Compared with the single flange plate, the multi-row beam main reinforcement and the multi-layer connecting plate are subjected to forward horizontal welding operation, which plays a role in dispersing stress, provides a welding operation surface, reduces the construction difficulty, and ensures the construction quality.
[0006] A steel-concrete composite beam-column connection mechanism includes a steel column, on the outer side of which a vertical web is welded vertically. At least two sets of transverse flange plate assemblies are welded from top to bottom on the outer side of the web. Each set of flange plate assemblies includes at least two layers of flange plates, with the length of the upper flange plate being less than the length of the lower flange plate. The main reinforcement of the beam is welded to the upper surface of each layer of flange plate.
[0007] Preferably, the distance between two adjacent flange assemblies is greater than 40 mm.
[0008] Preferably, the length of the upper flange plate is five times the diameter of the main reinforcement bars of the beam, and the length of the lower flange plate is eight times the diameter of the main reinforcement bars of the beam. In each flange plate assembly, the adjacent lower flange plate is three times longer than the upper flange plate than the diameter of the main reinforcement bars of the beam.
[0009] Preferably, the outer side of the flange assembly is provided with a U-shaped opening.
[0010] Preferably, when the main reinforcement bars of the longitudinal and transverse beams are intersected and overlapped on the flange plate, the height of the flange plate at the overlapped reinforcement is lower than the height of the flange plate at the non-overlapped reinforcement by a distance equal to the diameter of one main reinforcement bar, ensuring that the top row of reinforcement bars at the cross-overlapped reinforcement position and the top row of reinforcement bars at the non-overlapped reinforcement position are on the same horizontal plane.
[0011] Preferably, the steel column is provided with column stirrups on the outside. The column stirrups are two sets of open polygons that are symmetrical to each other. The two sets of open polygons are connected to each other on the open side. Column stirrup hooks are provided at the connection points of the two sets of open polygons.
[0012] Preferably, the projections of the tie structures of the upper and lower adjacent column stirrups in the horizontal plane are perpendicular to each other.
[0013] This invention also discloses a construction process for the above-mentioned steel-concrete composite beam-column connection mechanism, as follows: Step 1: The main reinforcement bars of the beam are tied to the formwork in the air using the beam stirrups. The main reinforcement bars and beam stirrups within the last 500-1000mm range are not tied at the end and are left in a free and unrestrained state. Step 2: Lower the main reinforcement bars of the formed steel cage beam to the bottom of the beam channel, and freely adjust the multiple rows of main reinforcement bars at the end of the beam to the upper surface of the corresponding flange plate; Step 3: Do not seal the side formwork within 500-1000mm of both ends of the beam. Weld the multiple rows of main reinforcement bars to the corresponding flange plates. Step 4: After welding, tie the beam end stirrups and main reinforcement bars, and finally seal the side formwork at the beam end.
[0014] The beneficial effects of this invention are as follows: 1. This invention employs a multi-layered flange plate with an intermediate web connecting to form an integral beam main reinforcement erection platform. Compared to the welded sleeve connection of steel columns, this reduces the accuracy requirements for rebar positioning, is safe and reliable, facilitates welding operations of multiple rows of rebars, provides an operating surface for top-view welding of rebars, reduces difficulty, and ensures construction quality. The intermediate web connection enhances the beam's bending, tensile, and shear resistance.
[0015] 2. The outer side of the flange plate assembly is provided with a U-shaped opening for threading column reinforcement, which reduces the requirements for the pre-positioning accuracy of column reinforcement and facilitates the threading of slightly misaligned column reinforcement through the flange plate; the column reinforcement can also pass smoothly through the flange plate when the end is bent and anchored, and at the same time, it is easy to control the thickness of the column reinforcement protective layer.
[0016] 3. When longitudinal and transverse reinforcements are crossed and stacked on the flange plate, the flange plate elevation at the stacked reinforcement is lowered by the diameter of one row of reinforcements. This ensures that the main reinforcement of the uppermost beam in different directions is on the same horizontal plane, avoids the reinforcements at the intersection being exposed to concrete, controls the thickness of the concrete cover for the main reinforcement of the beam, and avoids the waste of concrete over-pouring caused by concealing the stacked reinforcement.
[0017] 4. The open polygonal stirrup structure with column reinforcement hooks is staggered with the studs, which solves the problem of collision between the existing closed stirrups and the studs of the steel column, reduces the processing and manufacturing difficulty of the stirrups and the difficulty of on-site binding, and avoids the waste of stirrup materials caused by the inability of the processed stirrups to be nested into the steel column.
[0018] 5. This invention innovates the construction process of beam-column joint reinforcement and steel column. The beam reinforcement cage is tied as a whole and placed into the beam groove. The main reinforcement and stirrups in the 500-1000mm range at the beam end are not tied or the beam side formwork is not sealed at the end. It is in an unrestrained state and is used for the main reinforcement of multiple rows of beams to extend into multiple layers of connecting plates. It provides a welding operation surface and a working surface for tying the end stirrups. Finally, the side formwork is sealed, which solves the technical problem of on-site construction connection. Attached Figure Description
[0019] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, for those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0020] Figure 1 This is a schematic diagram of the improved structure of the present invention. Figure One ; Figure 2 for Figure 1 Orthographic view in the middle; Figure 3 Schematic diagram of the improved structure of the present invention Figure Two ; Figure 4This is a schematic diagram of the improved structure of the present invention. Figure Three ; Figure 5 for Figure 4 Orthographic view; Figure 6 This is a layout diagram of the shear studs on the outside of a steel column; Figure 7 This is a schematic diagram of the improved structure of the present invention. Figure Four ; Figure 8 This invention improves the structural construction process. Figure One ; Figure 9 This invention improves the structural construction process. Figure Two .
[0021] In the diagram: 1. Steel column, 2. Main reinforcement of beam, 3. Upper flange plate, 4. Lower flange plate, 5. Web plate, 6. Column reinforcement, 7. Transverse reinforcement, 8. Low flange plate, 9. High flange plate, 10. Stud, 11. Left stirrup, 12. Right stirrup, 13. Beam stirrup, 14. Side formwork. Detailed Implementation
[0022] The present invention will be further described below with reference to the accompanying drawings and specific embodiments, so that those skilled in the art can better understand and implement the present invention. However, the embodiments described are not intended to limit the present invention.
[0023] In the description of this invention, unless otherwise expressly specified and limited, the terms "connected" or "linked" should be interpreted broadly, for example, referring to a fixed connection, a detachable connection, or an integral connection. Those skilled in the art will understand the specific meaning of these terms in this invention based on the specific circumstances.
[0024] This invention discloses a composite connection mechanism and construction process for steel-concrete composite beams and columns. It designs and manufactures composite connection devices, components, and auxiliary products to solve problems in existing beam-column joint connections for multi-row beam reinforcement and steel-concrete composite columns, such as poor reliability, inconvenient operation, high positioning accuracy requirements, high construction difficulty, and low horizontal force transmission efficiency. It also addresses how to achieve core area construction connections at beam-column joints on-site, how to avoid collisions between column reinforcement, beam reinforcement, and steel columns, and how to control the thickness of the beam-column protective layer, innovating the construction joint and construction process.
[0025] Through technical research and breakthroughs in addressing challenges such as the construction and connection of main reinforcement bars in multi-story beams with steel-concrete composite columns, how column reinforcement bars pass through cantilevered flanges, how to handle the flange height difference when main reinforcement bars of beams in different directions intersect at the beam-column offset, how to hoist and lower components when polygonal rhomboid stirrups collide with steel column studs, and how to weld, tie, and construct formwork for beam-column joint reinforcement and formwork, a prefabricated steel structure steel-concrete composite beam-column connection construction technology was proposed. Based on practical experience in steel structure engineering construction, innovative connection structures for main reinforcement bars in multi-story beams and steel columns were developed—including stepped staggered flange plate design; notch treatment at the end of the connecting plate for column reinforcement passage; staggered flange plate elevation at intersecting reinforcement bars; split treatment of internal polygonal rhomboid stirrups; and innovative construction techniques for post-tying and sealing of reinforcement and formwork in the core area of beam-column joints. These findings summarize and form the prefabricated steel structure steel-concrete composite beam-column connection construction technology.
[0026] This invention includes the following five key technologies: Key technologies 1, such as Figure 1 and Figure 2 The connection technology between the externally welded stepped staggered flange plate of the steel column 1 and the main reinforcement of the beam 2 is shown. Key technology 2, such as Figure 3 The column reinforcement 6 shown is a through-plate technique for penetrating the outer flange plate of the steel column 1; Key technology 3, such as Figure 4 and Figure 5 The technique shown is for handling the height difference of the flange plate when encountering the overlapping reinforcement of the main reinforcement of the beam; Key technology 4, such as Figure 7 The steel column 1 shown features a tie-bar construction technique with built-in split polygonal stirrups; Key technology 5, such as Figure 8 and Figure 9 The construction technique shown is to tie and seal the beam stirrups at the end of the beam and column.
[0027] The entire process flow is as follows: 1. Detailed Design of Beam and Column Reinforcement Positions. For the designed steel column 1 and concrete beam members, joint design was performed. TeklaStructure (a steel structure detailing software) was used to model and refine each steel column 1. The positional relationships between the main beam reinforcement 2, column reinforcement 6, and steel column 1 were carefully analyzed, including material dimensions and the number of perforated column reinforcement 6 in the flange plate. This ensured that the column reinforcement 6 and main beam reinforcement 2 at the beam-column joint could be positioned smoothly without conflict. The design scheme was optimized in the model, and the design drawings were refined. Based on the established model, the software was used to export formal CAD drawings to guide construction.
[0028] 2. Detailed Design of Flange Plates on Steel Columns. Multi-layer flange plate assemblies are welded onto steel column 1, with vertical web plates 5 welded between adjacent flange plate assemblies for auxiliary reinforcement. Each flange plate assembly includes an upper flange plate 3 and a lower flange plate 4 arranged in a stepped configuration. The flange plate thickness is ≥20mm, and the web plate thickness is ≥20mm, and not less than the diameter of the main beam reinforcement 2. The specific plate thickness specifications are specified by the design review. According to the "Code for Welding and Acceptance of Reinforcing Steel" JGJ18-2012, double-sided welding of reinforcing steel requires a weld length ≥5d to meet tensile strength requirements. Therefore, the upper flange plate 3 extends 5d beyond the steel column (to meet the double-sided welding lap length requirement). The lower flange plate 4 extends 3d beyond the upper flange plate 3 (total length 8d) to form a stepped staggered structure. The clear elevation distance between the staggered flange plates is 40mm (to facilitate the anchoring of the main beam reinforcement 2 and provide a welding operation surface for the welding rods). For the 3d distance of the weld length of the lower flange plate 4, the main reinforcement 2 of the upper beam is completely exposed outside the upper flange plate 4, and there is no welding difficulty in this area. For the 2d distance of the weld length, the main reinforcement of the upper beam extends into the gap between the upper and lower flange plates. Due to the 40mm clear height operating space, the welding rod penetrates only shallowly, and the welding operation is not difficult. This structure reduces the overhang length of the flange plate, saves steel usage, and reduces the difficulty of later beam stirrup binding. This structure ensures that all welding operations of the main reinforcement 2 of the beam are downward welding, with no overhead welding operations. The N-row beam is treated in accordance with the double-row reinforcement method.
[0029] 3. When the diameter of the main beam reinforcement 2 is large, the flange plate corresponding to the calculated 5d and 8d will interfere with the column reinforcement 6. When the column reinforcement 6 passes through the flange plate, the end of the flange plate is treated with a U-shaped notch. Even if the column reinforcement 6 is slightly misaligned, it can still be bent into the notch, facilitating the smooth passage of the column reinforcement through the flange plate when the column reinforcement is directly anchored or bent into the beam. Compared with the traditional flange plate with a round hole, this reduces the positioning accuracy requirement of the column reinforcement 6. In addition, the column reinforcement 6 can be adjusted inside and outside the notch position, which facilitates the adjustment of the thickness of the concrete cover outside the column reinforcement 6, ensuring that the thickness of the concrete cover of the column reinforcement 6 meets the design requirements. The notch ratio of the flange plate shall not exceed 25% of the cross-sectional area. If it exceeds this, reinforcement measures should be taken to weld the notch.
[0030] 4. When the steel-concrete composite column and beam are off-axis, and the main reinforcement bars of the beam in the X and Y directions have overlapping reinforcement bars at the connection plate position, the elevation of the flange plate of the steel-concrete composite column at the intersection of the main reinforcement bars must be lower than the elevation of the flange plates on the surrounding three sides by one row of the diameter of the main reinforcement bars in the Y direction, forming a height difference. If the flange plate elevations on all four sides are at the same level, the overlapping reinforcement bars will lead to over-pouring of concrete in order to conceal the reinforcement bars, resulting in a thicker concrete layer than before (the increased thickness = the diameter of the beam reinforcement bars), causing waste of concrete materials, and the concrete cover thickness of the main reinforcement bars in the other three directions will be too large.
[0031] After the models of the aforementioned flange plates, web plates, notch treatments, and ribbed flange plate elevation treatments were completed, they were fabricated by the component processing plant.
[0032] 5. For example Figure 6 As shown, the outer perimeter of the steel column 1 is equipped with multiple layers of studs 10 for a secure, interlocking connection with the concrete layer after pouring. The outermost column stirrups of the column reinforcement 6, after being processed and formed, can be inserted from the top of the steel column 1. The diamond-shaped column stirrups, due to collisions with the studs 10, cannot be nested from the top of the steel column 1 and lowered to the construction elevation.
[0033] To solve the collision problem between the diamond-shaped stirrups in the middle column and the external studs 10 of the steel column 1 in this type of structure, the diamond-shaped stirrups of the column are broken down into the following parts: Figure 5 The left stirrup 11 and the right stirrup 12 are two sets of open polygonal tie stirrups. The rhomboid stirrups of the column are arranged alternately along the column height and the studs to avoid collision between the rhomboid stirrups and the studs 10. This structure prevents the rhomboid stirrups of the column from passing through the steel column 1 from the top.
[0034] 6. Concrete beams shall be constructed according to the formwork erection requirements, with the bottom and side formwork erected. The bottom formwork shall be laid up to the junction of the outer formwork of steel column 1, and sponge strips shall be attached. Side formwork 14 shall be erected approximately 500-1000mm away from the column formwork and shall not be sealed temporarily to facilitate the later welding of the flange plate to the main reinforcement 2 of the beam, as well as the binding of the bottom stirrups and beam-column reinforcement at the beam-column joint. After the above procedures are completed, the side formwork 14 of the beam shall be sealed.
[0035] To ensure the beam's cross-sectional dimensions, in addition to vertical reinforcement with steel pipes, the spacing between the main timber beams along the beam height is 150mm, and the main timber beam material is not less than φ48.3. 3.6 Round steel pipe. φ14 steel tie bolts are installed at horizontal intervals of 600mm for reinforcement of the beam-through bolts. Disposable tie rods are used for the tie rods penetrating the web at the beam-column heads. After removing the formwork, the exposed tie rod portions are cut off and treated with anti-corrosion measures. Calculations based on this installation method show that the steel beam section can meet the stress requirements during concrete pouring, avoiding weakening of the web due to tie rod perforations in steel-concrete beams.
[0036] When encountering beams with significant height and depth, the bottom reinforcement cannot be secured with tools. Therefore, the beam reinforcement must first be suspended for tying the longitudinal reinforcement and stirrups. The stirrups (section 13) within 500-1000mm from both ends of the beam to the column formwork should be inserted into the main reinforcement but not yet tied. After the beam reinforcement cage is tied, the suspended members are removed, and the tied main reinforcement cage is slowly lowered. Since the main reinforcement within 500-1000mm of the beam's ends is not tied, it can be easily adjusted and slid onto the flange plate to meet the requirement of a 5d double-sided weld lap length with the flange plate.
[0037] The main reinforcement bars 2 of the bottom beam and the flange plate are welded using a welding strip to meet the relevant technical standards and specifications for double-sided welding. When welding the bottom beam main reinforcement bars 2 to the flange plate, the welding rod is inserted deep into the side formwork 500-1000mm from the unclosed area within the scaffold working level to weld the bottom beam main reinforcement bars 2 to the upper surface of the flange plate. Because the main reinforcement bars and stirrups are not tied, flexibility and maneuverability are maintained. Then, the top reinforcement bars of the beam are welded to the upper surface of the upper flange plate assembly. When there are multiple rows of reinforcement bars, the welding sequence is to weld the lower row first, then the upper row. Due to the inconvenience and poor quality of overhead welding, all welding is done from a forward, overhead view to avoid overhead welding operations.
[0038] Before welding, a welding process inspection of the reinforcing bars and steel flanges should be conducted to test welding performance and mechanical properties. After on-site welding is completed, non-destructive testing of the welds should be performed, with 100% of Class I welds and 20% of Class II welds tested. The reinforcing bars welded at the bottom and top of the beam should be evenly distributed for testing, and the next step can only proceed after the tests are passed.
[0039] After the weld flaw detection is completed and deemed qualified, the inserted beam stirrups are evenly distributed and restored to the design spacing. At the unclosed side formwork locations, the main beam reinforcement and stirrups at the beam ends are tied. Finally, the side formwork 14 at the beam ends is closed.
[0040] When the beam and column are off-axis, the longitudinal and transverse reinforcements overlap and intersect on the flange of the steel column. First, weld the main reinforcement 2 of the beam at the lower elevation to the descending flange. The main reinforcement 2 of the beam in the other direction passes through from the top, ensuring that it is on the same horizontal plane as the main reinforcement 2 of the beam in the surrounding flange. Ensure that the concrete cover poured outside the reinforcement is consistent to avoid over-pouring of concrete due to concealed overlapping reinforcement.
[0041] This technology utilizes multi-layer flanges to reduce the construction difficulty when connecting multiple rows of beam reinforcement to steel columns. It also provides a welding operation surface for the lower row of beam reinforcement, allowing for forward downward welding and avoiding overhead welding, thus ensuring better welding quality. It reduces the positioning accuracy and construction difficulty of connecting multiple rows of beam reinforcement to steel-concrete composite columns, simplifying operation and enhancing practicality. During steel structure component fabrication, related structures are prefabricated in the factory, ensuring reliable component quality and performance, and reducing on-site welding work. This ensures on-site construction quality and improves the structural safety performance of the core beam-column joint area. It is suitable for basements, high-rise buildings, and large-span buildings using combined structures connecting steel columns and reinforced concrete beams, as well as steel-concrete composite beams; it is also suitable for projects requiring improved overall structural strength and seismic performance. It reduces energy consumption, promotes energy conservation and environmental protection, and facilitates the industrialized and mass production of steel structures, which is conducive to promoting the research and development of technologies integrating renewable energy with building construction, leading to integrated and large-scale applications.
[0042] The above description of the disclosed embodiments enables those skilled in the art to make or use the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims
1. A steel-concrete composite beam-column connection mechanism, comprising a steel column (1), characterized in that, The outer side of the steel column (1) is vertically welded with a vertical web plate (5). The outer side of the web plate (5) is welded with at least two sets of flange plate assemblies from top to bottom. Each set of flange plate assemblies includes at least two layers of flange plates. The length of the upper flange plate (3) is less than the length of the lower flange plate (4). The main reinforcement (2) of the beam is welded to the upper surface of each layer of flange plate.
2. The steel-concrete composite beam-column connection mechanism according to claim 1, characterized in that, The distance between two adjacent flange layers is greater than 40mm.
3. The steel-concrete composite beam-column connection mechanism according to claim 1, characterized in that, In each flange assembly, the length of the upper flange (3) is five times the diameter of the main reinforcement (2) of the beam, and the adjacent lower flange is three times longer than the upper flange than the diameter of the main reinforcement (2) of the beam.
4. The steel-concrete composite beam-column connection mechanism according to claim 1, characterized in that, The outer side of the flange assembly is provided with a U-shaped opening.
5. The steel-concrete composite beam-column connection mechanism according to claim 1, characterized in that, When the longitudinal and transverse main reinforcement (2) of the beam crosses and overlaps on the flange plate, the height of the flange plate at the overlapping reinforcement is lower than the height of the flange plate at the non-overlapping reinforcement by a distance equal to the diameter of one main reinforcement (2) of the beam.
6. The steel-concrete composite beam-column connection mechanism according to claim 1, characterized in that, The steel column (1) is provided with column stirrups on the outside. The column stirrups are two sets of open polygons that are symmetrical to each other. The two sets of open polygons are connected to each other on the open side. Column stirrup hooks are provided at the connection points of the two sets of open polygons.
7. The steel-concrete composite beam-column connection mechanism according to claim 6, characterized in that, The projections of the stirrups of two adjacent columns in the horizontal plane are perpendicular to each other.
8. The construction process of the steel-concrete composite beam-column connection mechanism according to any one of claims 1 to 7 is as follows: Step 1: The main reinforcement (2) of the beam is tied to the formwork with the beam stirrups (13). The main reinforcement (2) of the beam and the beam stirrups (13) within the last 500-1000mm range are not tied temporarily and are in a free and unrestrained state. Step 2: Lower the main reinforcement bars of the formed steel cage beam to the bottom of the beam channel, and freely adjust the multiple rows of main reinforcement bars at the end of the beam to the upper surface of the corresponding flange plate; Step 3: Do not seal the side formwork within 500-1000mm at both ends of the beam. Weld the multiple rows of main reinforcement bars to the corresponding flange plates. Step 4: After welding, tie the beam end stirrups (13) and main reinforcement (2) of the beam, and finally seal the side formwork (14) of the steel beam.