Construction method of fabricated steel reinforced concrete column and steel beam reinforced connection joint

Abstract

The application relates to the field of building construction, in particular to a construction method of a fabricated steel reinforced concrete column and steel beam reinforced connection joint, which comprises the following steps: firstly, a reinforced connection key is prepared; then, an upper steel reinforced concrete column and a lower steel reinforced concrete column are respectively prefabricated in a factory, corresponding components are fixed during prefabrication, and concrete is poured to expose a single part of the connection key; next, the prefabricated upper steel reinforced concrete column is hoisted to the upper side of the lower steel reinforced concrete column and is centered, the bottom plate of the upper column is fastened with the top plate of the lower column, and a first column interconnection is formed; finally, a steel beam is hoisted to a column-beam connection joint area, the steel beam is fastened with the exposed part of the reinforced connection key, and a second column interconnection is formed. The application achieves the technical effects of realizing reliable connection of the fabricated steel reinforced concrete column and the steel beam, enhancing the load transmission performance of the joint and the structural stability.

Description

Technical Field

[0001] This application relates to the field of building construction, and in particular to a construction method for reinforced connection nodes of prefabricated steel-concrete composite columns and steel beams. Background Technology

[0002] With the rapid development of industrialized construction, prefabricated steel structures and steel-concrete composite structures are increasingly widely used. Frame systems composed of steel-concrete composite columns and steel beams are an important form, typically consisting of upper steel-concrete composite columns, lower steel-concrete composite columns, and steel beams. The connection between the upper and lower steel-concrete composite columns is called the column-beam connection node area, where the steel beams are welded to the column-beam connection node area during subsequent steel beam construction. The steel-concrete composite column consists of a core steel section, a reinforcing cage surrounding the core steel section, and a concrete layer enclosing both. The core technical challenge and key construction aspect of this system lies in the on-site implementation method of the column-beam connection node area.

[0003] Traditional construction methods primarily follow a "site welding as the core, followed by concrete pouring as filling" model. Specifically, this involves first welding the flanges and webs of the steel beams to the core steel sections within the column on-site, then erecting formwork in the complex, interwoven joint areas of reinforcing bars, steel sections, and connectors, and finally pouring concrete. This method has fundamental flaws in its construction process: First, there is significant overlap in the procedures, making standardization impossible. High-altitude welding is inefficient, its quality is significantly affected by welder skills and weather conditions, and it is deeply coupled with wet operations such as rebar tying, formwork support, and concrete pouring, resulting in long construction cycles and high safety risks. Second, the quality of concrete pouring in the joint area is an uncontrollable weak point. The welded steel beams severely impede the flow and vibration channels of the concrete, easily leading to internal defects such as voids and honeycombing. Furthermore, these are concealed defects, difficult to detect and repair, severely impacting the durability and fire resistance of the joint.

[0004] In pursuit of construction efficiency, some improved prefabricated construction methods have been proposed, the core of which is the use of "all-bolted dry connection". This method typically connects the upper and lower columns only through end plates (such as the bottom plate of the upper column and the top plate of the lower column) using high-strength bolts, and the steel beams are also connected to the column body through additional connectors. Although this method greatly simplifies on-site procedures and achieves rapid installation, it involves serious compromises from the perspective of structural performance. Because the core steel of the upper and lower columns is completely disconnected at the joint, there is a lack of effective direct or indirect force transmission paths. The joints formed by this construction method often have significantly lower stiffness than the column body itself. It is difficult to meet the rigid connection performance target of "strong joints, weak members" required by modern seismic design codes, thus limiting the application of this construction method in high-intensity seismic fortification areas and high-rise buildings. Therefore, there is still room for improvement. Summary of the Invention

[0005] Therefore, since there is still room for improvement, this application provides a construction method for reinforced connection nodes of prefabricated steel-concrete columns and steel beams.

[0006] This application provides a construction method for reinforced connection nodes of prefabricated steel-concrete columns and beams, which adopts the following technical solution: A construction method for reinforced connection nodes of prefabricated steel-concrete composite columns and steel beams includes the following steps: S1: Precast columns: Fabricate reinforced connecting keys, which consist of two independent connecting key units. The two reinforced connecting keys correspond to the upper steel-concrete column and the lower steel-concrete column, respectively. Then, the upper steel-concrete column and the lower steel-concrete column are precast in the factory. When prefabricating the upper steel-concrete column, the following sub-steps shall be performed in sequence: The upper column base plate is fixed to the bottom end of the core steel of the upper steel-concrete column; The assembled steel cage is fixed to the upper column base plate; The connecting key unit at the top of the reinforced connecting key is connected to the core steel section through a threaded locking member, and is located at the column-beam connection node area; Erect formwork, pour concrete to form a concrete layer that encloses the core steel, the reinforcing cage and part of the reinforcing connection key, and expose the part of the connection key that is away from the core steel. When prefabricating the lower steel-concrete column, the following sub-steps shall be performed in sequence: The top plate of the lower column is fixed to the top of the core steel of the lower steel-concrete column; The assembled steel cage is fixed to the top plate of the lower column; The connecting key unit at the top of the reinforced connecting key is connected to the core steel section through a threaded locking member, and is located at the column-beam connection node area; Erect formwork, pour concrete to form a concrete layer that encloses the core steel, the reinforcing cage and part of the reinforcing connection key, and expose the part of the connection key that is away from the core steel. S2: On-site column assembly: The prefabricated upper steel-concrete column is hoisted above the lower steel-concrete column and aligned. The bottom plate of the upper column and the top plate of the lower column are fastened together by threaded locking parts to form the first column connection. The two connecting key units of the reinforced connecting key are aligned vertically and vertically, and a connecting component for connecting steel beams is formed at the column-beam connection node area. S3: On-site beam assembly and node reinforcement: The steel beam is hoisted to the column-beam connection node area, and the exposed part of the steel beam and the reinforced connection key is fastened together by the threaded locking parts; this connection realizes the beam-column connection, and at the same time makes the reinforced connection key a force transmission component connecting the upper and lower core steel sections, forming a second column connection.

[0007] By adopting the above technical solution, during the factory prefabrication stage, the separate reinforced connecting keys are reliably connected to the core steel of the upper and lower columns using threaded locking devices and partially embedded in the concrete. This allows the upper and lower columns to independently and quickly complete the initial connection on the construction site using end plate bolts. Subsequently, the installation process of the steel beam is no longer a simple beam-column connection, but rather a bolted connection between the steel beam and the pre-embedded connecting key units of the upper and lower columns. This cleverly enables these two connecting key units to work together, forming an indirect force transmission path that runs through the core steel of the upper and lower columns. This method not only completely avoids on-site welding and concrete pouring in the joint area, achieving fully prefabricated "dry construction" and greatly improving construction efficiency and quality control, but also strengthens the integrity and rigidity of the joint, solving the problem of weak rigidity in traditional fully bolted dry connection joints, and achieving a unity of efficient assembly and high-performance joints.

[0008] Preferably, in step S1, the reinforcing cage is aligned with the upper column base plate or the lower column top plate.

[0009] By adopting the above technical solutions, the precise alignment of the internal load-bearing skeleton (steel cage) of the precast component with the external connection interface (upper column bottom plate and lower column top plate) is ensured. This not only makes the dimensional accuracy and internal stress transmission path of the precast component clearer, providing a basis for the precise alignment of bolt holes during subsequent on-site assembly, but also enables the load borne by the column steel cage to be effectively and directly transferred to adjacent components through the end plate, optimizing the force flow transmission from the column to the node and enhancing the overall working performance of the structure under complex stress conditions.

[0010] Preferably, in step S1, the connecting key unit has an avoidance groove, and when the connecting key unit is installed and fixed at the core steel, the stirrups of the steel cage are embedded in the avoidance groove.

[0011] By adopting the above technical solution, the horizontal stirrups of the column are allowed to naturally embed into the clearance groove during binding, thus providing the necessary installation space for the reinforced connection key without cutting or bending the stirrups. This ensures both the integrity and continuity of the stirrups, enabling them to properly confine the core concrete and improve the column's shear and seismic performance, and ensures that the reinforced connection key can be installed tightly against the core steel according to the design position. This achieves seamless and integrated integration of the new reinforced component with the traditional steel reinforcement cage, guaranteeing the overall quality of the precast components.

[0012] Preferably, in step S1, the longitudinal bars of the steel cage are fixedly connected to the upper column base plate or the lower column top plate by welding.

[0013] By adopting the above technical solution, a strong rigid connection is provided to ensure reliable force transmission between the longitudinal reinforcement and the end plate, making the reinforcement cage and the end plate a solid whole. This connection method is beneficial for quickly positioning and fixing the reinforcement cage during the prefabrication process, improving prefabrication efficiency. Moreover, the high connection strength helps to more effectively transmit the axial force and bending moment of the concrete column through the end plate when the joint is under stress, thus enhancing the force transmission reliability of the joint area.

[0014] Preferably, in step S1, the longitudinal bars of the steel cage are fixedly connected to the upper column base plate or the lower column top plate by means of threaded sleeves.

[0015] By adopting the above technical solutions, threaded connection construction is convenient, quality is easy to control, and there is low dependence on the welding skills of workers.

[0016] Preferably, in step S3, an L-shaped steel angle bracket is used as a connector, and the threaded locking member is used to connect the steel beam flange plate to the flange of the reinforced connecting key.

[0017] By adopting the above technical solution, the L-shaped angle bracket transforms the connection between the steel beam flange and the reinforced connecting key flange into a bolted connection on two vertical planes, greatly simplifying on-site drilling and installation operations and improving assembly speed and accuracy. This connection method can effectively transfer the bending moment and shear force borne by the steel beam to the reinforced connecting key, and then to the core steel of the upper and lower columns through the reinforced connecting key, completing the reliable transmission of internal forces at the beam end, while ensuring the inspectability and maintainability of the on-site connection.

[0018] Preferably, in step S1, the part of the reinforcing connecting key that contacts the concrete layer is provided with a first connecting part, which is embedded in the concrete layer.

[0019] By adopting the above technical solution, after the concrete is poured and hardened, the first connection can be firmly anchored in the concrete, greatly enhancing the bond strength and shear resistance between the two. This allows the reinforced connection key to deform as a whole with the concrete column under stress, working together to effectively perform the function of a "stiffening rib," smoothly distributing the load from the steel beam and the internal forces between the upper and lower columns into the concrete column, significantly improving the overall stiffness, bearing capacity, and ductility of the joint.

[0020] Preferably, the core steel section is provided with a second connecting part at the part in contact with the concrete layer, and the second connecting part is embedded in the concrete layer.

[0021] By adopting the above technical solutions, the bond strength and mechanical interlocking force between the steel profile and the encased concrete are improved. This effectively prevents excessive relative slippage or even debonding between the steel profile and the concrete under load, especially under repeated loads such as earthquakes, ensuring that the steel-concrete composite column can truly achieve overall load-bearing capacity as a composite member. When the joint is subjected to large bending moments and shear forces, the reliably bonded steel profile and concrete can share the stress, allowing the material properties to be fully utilized, thereby improving the ultimate bearing capacity, deformation capacity, and energy dissipation capacity of the entire column and joint area.

[0022] In summary, this application includes at least one of the following beneficial technical effects: 1. Achieve fully prefabricated construction, avoiding on-site welding and concrete pouring at joint areas, thus improving construction efficiency and quality control. 2. Strengthen the connection key to form an indirect force transmission path that runs through the core steel of the upper and lower columns, enhance the integrity and rigidity of the node, and solve the problem of weak rigidity of traditional all-bolted dry connection nodes; 3. Ensure precise alignment between the internal load-bearing skeleton of the precast components and the external connection interface, optimize force flow transmission, and enhance the overall structural performance. Attached Figure Description

[0023] Figure 1 This is a schematic diagram of the connection node structure in a construction method for reinforced connection nodes of prefabricated steel-concrete columns and beams according to an embodiment of this application.

[0024] Figure 2 yes Figure 1 Schematic diagram of the AA section.

[0025] Figure 3 This is a schematic diagram illustrating the prefabricated construction method of a prefabricated steel-concrete column-steel beam reinforced connection node according to an embodiment of this application.

[0026] Figure 4 yes Figure 3 Schematic diagram of the cross-section of BB.

[0027] Explanation of reference numerals in the attached drawings: 1. Upper steel-concrete column; 10. Core steel; 101. Web of core steel; 102. Flange of core steel; 103. Second connection; 11. Reinforcing cage; 111. Longitudinal reinforcement; 112. Stirrup; 12. Concrete layer; 2. Lower steel-concrete column; 3. Steel beam; 31. Web of steel beam; 32. Flange of steel beam; 4. Reinforced connecting key; 41. Connecting key unit; 42. Clearance groove; 43. First connection; 5. Upper column base plate; 6. Lower column top plate; 7. L-shaped steel angle bracket; 8. Threaded locking component. Detailed Implementation

[0028] The following is in conjunction with the appendix Figure 1-4 This application will be described in further detail.

[0029] This application discloses a construction method for reinforced connection nodes of prefabricated steel-concrete columns and steel beams, referring to... Figure 1 and Figure 2 The process includes steps such as column prefabrication, on-site column assembly, on-site beam assembly, and joint reinforcement. Through the orderly execution of these steps, the efficient connection between the prefabricated steel-concrete column and the steel beam 3 is achieved, improving the integrity and rigidity of the joint. In this embodiment, the core steel 10 of the steel-concrete column is usually composed of a core steel web 101 and a core steel flange 102, and the steel beam 3 is usually composed of a steel beam web 31 and a steel beam flange 32. Its shape and structure can effectively bear and transfer loads.

[0030] Specifically, the column prefabrication process is divided into the prefabrication of the upper steel-concrete column 1 and the prefabrication of the lower steel-concrete column 2.

[0031] In the prefabrication of the upper steel-concrete column 1, the first step is to fix the upper column base plate 5 to the bottom end of the core steel section 10 of the upper steel-concrete column 1. The upper column base plate 5 can be a square, round, or polygonal steel plate, and the core steel section 10 is vertically fixed to the upper surface of the upper column base plate 5 and centered thereon. The upper column base plate 5 and the core steel section 10 can be fixed by welding. During welding, it is important to ensure the welding quality and avoid situations such as incomplete welding or missing welds. Alternatively, bolt connections can be used. Bolt holes are pre-drilled in the core steel section 10 and the upper column base plate 5, and high-strength bolts are used for fastening. Then, the tied and formed reinforcing cage 11 is fixed to the upper column base plate 5. The reinforcing cage 11 is composed of longitudinal bars 111 and stirrups 112. The longitudinal bars 111 are generally made of threaded steel, while the stirrups 112 can be made of round steel. There are several ways to fix the steel cage 11 to the upper column base plate 5. For example, the longitudinal reinforcement 111 can be welded to the upper column base plate 5 by welding; or a threaded sleeve can be used, with threaded sleeves installed at the ends of the longitudinal reinforcement 111 and on the upper column base plate 5, and fixed by threaded connection.

[0032] By prefabricating reinforced connecting keys 4 in the factory, serving as connecting components between the steel beams 3 and the steel-concrete composite columns, in this embodiment, there are 4 steel beams 3, so 4 reinforced connecting keys 4 are also provided accordingly. Each reinforced connecting key 4 comprises two independent connecting key units 41. The upper connecting key unit 41 is connected to the core steel section 10 via a threaded locking member 8, located at the column-beam connection node area. The connecting key unit 41 of the reinforced connecting key 4 can be made of H-beams and cut to a certain length and shape. The threaded locking member 8 is typically a high-strength bolt. Specifically, the flange plate on the side of the connecting key unit 41 is pressed against the flange plate of the core steel section 10 and locked with bolts. The lower end of the connecting key unit 41 abuts against the upper surface of the upper column base plate 5.

[0033] Reference Figure 3 and Figure 4 The connecting key unit 41 has a clearance groove 42. During installation, the stirrups 112 of the reinforcing cage 11 can be embedded in the clearance groove 42. This ensures the integrity and continuity of the stirrups 112 and provides installation space for the reinforced connecting key 4. Finally, formwork is erected. Wooden formwork, steel formwork, etc., can be used, and the appropriate formwork type is selected according to the actual situation. Then, concrete is poured to form a concrete layer 12 that encloses the core steel 10, the reinforcing cage 11, and part of the reinforced connecting key 4, with the part of the connecting key unit 41 away from the core steel 10 exposed. Care should be taken to ensure the concrete is vibrated and compacted to avoid defects such as voids and honeycombing.

[0034] The prefabrication of the lower steel-concrete column 2 is similar to that of the upper steel-concrete column 1. First, the top plate 6 of the lower column is fixed to the top of the core steel 10 of the lower steel-concrete column 2. The material, shape, and fixing method of the top plate 6 of the lower column are similar to those of the bottom plate 5 of the upper column. Next, the tied and formed reinforcing cage 11 is fixed to the top plate 6 of the lower column, which can also be done by welding or threaded sleeve. Then, the flange plate on the side of the connecting key unit 41 at the lower part of the reinforcing key 4 is placed against the flange plate 102 of the core steel and locked with bolts. The upper end of the connecting key unit 41 is placed against the lower surface of the top plate 6 of the lower column. The clearance groove 42 on the connecting key unit 41 is also used to embed the stirrups 112 of the reinforcing cage 11. Finally, the formwork is erected and concrete is poured to form a concrete layer 12 that wraps the core steel 10, the reinforcing cage 11, and part of the reinforcing key 4, with the part of the connecting key unit 41 away from the core steel 10 exposed.

[0035] During the column prefabrication process, the reinforcing cage 11 is aligned with the upper column base plate 5 or the lower column top plate 6. This ensures the precise alignment of the internal load-bearing skeleton (reinforcing cage 11) and the external connection interface (upper column base plate 5 and lower column top plate 6) of the prefabricated component, providing a basis for the precise alignment of bolt holes during subsequent on-site assembly. It also allows the load borne by the column reinforcing cage 11 to be effectively and directly transferred to adjacent components through the end plates, optimizing the force flow from the column to the nodes and enhancing the overall performance of the structure under complex stress conditions. At the same time, the part of the reinforcing connection key 4 that contacts the concrete layer 12 is provided with a first connection part 43. The first connection part 43 can be a stud, hook, etc., embedded in the concrete layer 12, which can enhance the connection strength between the reinforcing connection key 4 and the concrete layer 12. The core steel 10 is provided with a second connection part 103 at the part that contacts the concrete layer 12. The first connection part 43 can be a stud, hook, etc., which is embedded in the concrete layer 12 and helps to improve the collaborative working ability between the core steel 10 and the concrete layer 12.

[0036] During the on-site column assembly process, the prefabricated upper steel-concrete column 1 is hoisted onto and aligned above the lower steel-concrete column 2 using a crane or other hoisting equipment. The upper column base plate 5 and the lower column top plate 6 are then securely connected using threaded locking components 8, forming the first inter-column connection. At this point, the two connecting key units 41 of the reinforcing connecting key 4 are aligned vertically and form a connecting component for connecting the steel beam 3 at the column-beam connection node area. The tightening torque of the threaded locking components 8 must meet design requirements to ensure the stability of the connection.

[0037] In the on-site beam assembly and joint reinforcement steps, steel beam 3 is hoisted to the column-beam connection joint area, which can be done using equipment such as cranes. The exposed portion of steel beam 3 and reinforced connecting key 4 is securely connected using threaded locking parts 8. This connection not only achieves beam-column connection but also makes reinforced connecting key 4 a force-transmitting component connecting the upper and lower core steel sections 10, forming a second inter-column connection. During connection, L-shaped steel angle brackets 7 can be used as connectors, and threaded locking parts 8 are used to fix both ends of the L-shaped steel angle bracket 7 to the flange plate of steel beam 3 and the flange of reinforced connecting key 4, respectively. L-shaped steel angle brackets 7 are generally made of steel and have good strength and rigidity.

[0038] The implementation principle of this embodiment is as follows: During the prefabrication stage in the factory, the separate reinforcing connecting key 4 is reliably connected to the core steel 10 of the upper and lower columns through threaded locking parts 8 and partially embedded in the concrete, allowing the upper and lower columns to independently and quickly complete the initial connection on the construction site through end plate bolts. Subsequently, the installation process of the steel beam 3 is no longer a simple beam-column connection, but rather a bolted connection between the steel beam 3 and the pre-embedded connecting key units 41 of the upper and lower columns. This cleverly enables the two connecting key units 41 to work together, forming an indirect force transmission path that runs through the core steel 10 of the upper and lower columns. This method not only completely avoids on-site welding and concrete pouring in the node area, realizing fully prefabricated "dry construction" and greatly improving construction efficiency and quality controllability, but also strengthens the integrity and rigidity of the node, solving the problem of weak rigidity in traditional fully bolted dry connection nodes, and achieving the unity of efficient assembly and high-performance nodes.

[0039] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A construction method for reinforced connection nodes of prefabricated steel-concrete composite columns and steel beams, characterized in that, Includes the following steps: S1: Precast columns: Make reinforced connecting keys (4), which include two independent connecting key units (41). The two reinforced connecting keys (4) correspond to the upper steel-concrete column (1) and the lower steel-concrete column (2) respectively. Then, the upper steel-concrete column (1) and the lower steel-concrete column (2) are precast in the factory respectively. When prefabricating the upper steel-concrete column (1), the following sub-steps shall be performed in sequence: The upper column base plate (5) is fixed to the bottom end of the core steel (10) of the upper steel-concrete column (1); Fix the tied steel cage (11) to the upper column base plate (5); The connecting key unit (41) on the upper part of the reinforcing connecting key (4) is connected to the core steel (10) by a threaded locking member (8) and is located in the column-beam connection node area; Erect a formwork and pour concrete to form a concrete layer (12) that encloses the core steel (10), the reinforcing cage (11) and part of the reinforcing connecting key (4), and expose the part of the connecting key unit (41) away from the core steel (10). When prefabricating the lower steel-concrete column (2), the following sub-steps shall be performed in sequence: The lower column top plate (6) is fixed to the top of the core steel (10) of the lower steel-concrete column (2); Fix the tied steel cage (11) to the top plate (6) of the lower column; The connecting key unit (41) on the upper part of the reinforcing connecting key (4) is connected to the core steel (10) by a threaded locking member (8) and is located in the column-beam connection node area; Erect a formwork and pour concrete to form a concrete layer (12) that encloses the core steel (10), the reinforcing cage (11) and part of the reinforcing connecting key (4), and expose the part of the connecting key unit (41) away from the core steel (10). S2: On-site column assembly: The prefabricated upper steel-concrete column (1) is hoisted to the upper steel-concrete column (2) and aligned. The upper column base plate (5) and the lower column top plate (6) are fastened together by threaded locking parts (8) to form the first column connection. The two connecting key units (41) of the reinforced connecting key (4) are aligned vertically and vertically, and a connecting component for connecting the steel beam (3) is formed at the column-beam connection node area. S3: On-site beam assembly and node reinforcement: The steel beam (3) is hoisted to the column-beam connection node area, and the exposed part of the steel beam (3) and the reinforcing connection key (4) is fastened together by the threaded locking part (8); this connection realizes the beam-column connection, and at the same time makes the reinforcing connection key (4) a force transmission component connecting the upper and lower core steel (10), forming a second column connection.

2. The construction method for a prefabricated steel-concrete composite column-steel beam reinforced connection node according to claim 1, characterized in that: In step S1, the steel cage (11) is aligned with the upper column base plate (5) or the lower column top plate (6).

3. The construction method for a prefabricated steel-concrete composite column-steel beam reinforced connection node according to claim 1, characterized in that: In step S1, the connecting key unit (41) is provided with a relief groove (42). When the connecting key unit (41) is installed and fixed at the core steel (10), the stirrups (112) of the steel cage (11) are embedded in the relief groove (42).

4. The construction method for a prefabricated steel-concrete composite column-steel beam reinforced connection node according to claim 1, characterized in that: In step S1, the longitudinal bars (111) of the steel cage (11) are fixedly connected to the upper column base plate (5) or the lower column top plate (6) by welding.

5. The construction method for a prefabricated steel-concrete composite column-steel beam reinforced connection node according to claim 1, characterized in that: In step S1, the longitudinal bars (111) of the steel cage (11) are fixedly connected to the upper column base plate (5) or the lower column top plate (6) by means of threaded sleeves.

6. The construction method for a prefabricated steel-concrete composite column-steel beam reinforced connection node according to claim 1, characterized in that: In step S3, L-shaped steel angle brackets (7) are used as connectors, and the two ends of the L-shaped steel angle brackets (7) are fixed to the flanges of the steel beam (3) and the reinforcing connecting key (4) respectively using the threaded locking member (8).

7. The construction method for a prefabricated steel-concrete composite column-steel beam reinforced connection node according to claim 1, characterized in that: In step S1, a first connecting part (43) is provided at the part of the reinforcing connecting key (4) that contacts the concrete layer (12), and the first connecting part (43) is embedded in the concrete layer (12).

8. The construction method for a prefabricated steel-concrete composite column-steel beam reinforced connection node according to claim 1, characterized in that: The core steel (10) is provided with a second connecting part (103) at the part that contacts the concrete layer (12), and the second connecting part (103) is embedded in the concrete layer (12).

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