Internal connecting member of node, beam-column connecting node structure and construction method thereof

Abstract

This invention relates to the field of building structure construction technology and includes a column reinforcement cage, a beam-column connection structure, and a reinforcing steel reinforcement mesh. The reinforcing steel reinforcement mesh includes a beam reinforcement cage and reinforcing tie bars. The reinforcing tie bars connect the column reinforcement cage, beam reinforcement cage, internal connection component, and beam reinforcement cage into a whole. The internal connection component includes I-beams, several shear studs, and strip steel, with several through holes on the web. Compared with existing technologies, this invention achieves stronger mechanical interlocking and shear resistance, while improving the binding process of the tie bars in the joint area, enabling the post-cast joint to achieve rigid connection performance equivalent to that of the integrally cast joint. This ensures the construction quality of the structural joint and resolves the contradiction between construction progress and structural quality.

Description

Technical Field

[0001] This invention relates to the field of building structure construction technology, particularly to internal connection components of nodes, beam-column connection node structures, and their construction methods. Background Technology

[0002] In reinforced concrete structural systems of buildings, when there is one or more continuous beams that are detached from the conventional floor slab elevation, independently located at half-story height or a specific elevation, and do not participate in the load transfer of the floor slab but bear the load of the walls, their design essence often combines the dual roles of a lateral rigid tie beam of a column and a load-bearing wall beam: on the one hand, as a rigid tie beam or inter-story frame beam, it artificially reduces the out-of-plane calculated length of the column, improves the overall structural stability and lateral stiffness; on the other hand, it directly bears the vertical load of the masonry wall above. Therefore, beam-column joints must adopt rigid connections that meet seismic requirements.

[0003] However, in order to meet the construction schedule, these types of beams are often left for post-casting. Although steel reinforcement is reserved according to the design, this disrupts the design requirement for continuous one-time casting of beam-column joints. While this approach can speed up the main construction process, it can easily lead to difficulties in achieving rigid connections between beam-column joints, resulting in a decrease in lateral stiffness and seismic resistance, and thus making structural joint failure more likely.

[0004] This demonstrates a conflict between construction schedule and quality in the treatment of such beams: prioritizing speed leads to post-casting, but conventional post-casting can disrupt rigid connections at joints and weaken seismic resistance. Essentially, this is a trade-off between short-term gains and long-term safety, and a common source of quality problems in engineering projects. Summary of the Invention

[0005] The present invention aims to provide internal connection components, beam-column connection node structures and their construction methods that can overcome the shortcomings of the prior art, achieve stronger mechanical interlocking and shear resistance, improve the binding process of the tie bar cage in the node area, and enable the post-cast node to achieve rigid connection performance equivalent to the overall casting, thereby ensuring the construction quality of the structural node and resolving the contradiction between construction progress and structural quality.

[0006] The internal connecting components of the node in this invention are implemented as follows: including an I-beam, several shear studs fixed to the upper and lower flanges of the I-beam, and a strip steel with densely toothed outer edges fixed to the web of the I-beam, with several through holes provided on the web.

[0007] Preferably, several reinforcing plates are fixed at the connection between the upper flange and the web and at the connection between the lower flange and the web.

[0008] The beam-column connection node structure of the present invention is implemented as follows: it includes a column steel reinforcement skeleton constituting a vertical structural column, a node internal connecting member arranged laterally at the column steel reinforcement skeleton connection node, and a reinforcing steel reinforcement skeleton network arranged on the node internal connecting member. The reinforcing steel reinforcement skeleton network includes a small beam steel reinforcement skeleton arranged in the middle of the web of the node internal connecting member and reinforcing tie bars. The reinforcing tie bars connect the column steel reinforcement skeleton, the beam steel reinforcement skeleton, the node internal connecting member and the small beam steel reinforcement skeleton into a whole.

[0009] Preferably, the beam reinforcement cage includes transverse beam reinforcement and beam stirrups on both sides of the web. The length of the transverse beam reinforcement matches the length of the internal connecting member of the node. The beam stirrups pass through the perforation in the middle of the web of the internal connecting member of the node and are tied together with the transverse beam reinforcement on both sides of the web.

[0010] The construction method of the beam-column connection node structure of the present invention is implemented as follows, including: S1: Before the construction of the vertical structural columns, the internal connecting components of the nodes are processed off-site (such as factory production), and after passing the acceptance test, they are kept on standby and transported to the site for installation when needed. S2: After completing the column reinforcement cage inside the vertical structural column, install the internal connecting components of the node at the continuous beam elevation and fix them with steel bars to maintain a horizontal state; the operation process requires the installation of corresponding scaffolding to ensure construction safety; To further clarify the specific implementation of step S2 and ensure that the description of the installation of internal connecting components is clear and complete, a detailed supplementary description of step S2 is provided below: Regarding the installation of internal connecting components within the nodes, the construction process specifically includes the following sub-steps: S21: When installing the column reinforcement cage inside the vertical structural column, after the column stirrups are installed to the elevation of the continuous beam, add a column stirrup below the lower flange of the internal connecting member of the node, tie it firmly and keep it horizontal; this column stirrup mainly bears the vertical load of the internal connecting member of the node itself. S22: The internal connecting member of the node is placed centered on the column stirrup added in S21, so that the two ends of the internal connecting member of the node extend into the continuous beams on both sides of the vertical structural column to the same depth. The internal connecting member of the node and the column stirrup added below the lower flange are tied firmly and kept horizontal. The column stirrup is welded to the internal connecting member of the node by welding. Since the added column stirrup is horizontal, the internal connecting member of the node is in a horizontal state. S23: After the installation of the internal connecting component of the node is completed, an additional column stirrup is added on the upper flange of the internal connecting component of the node, so that the column stirrup presses on the upper flange of the internal connecting component of the node, and the upper flange of the internal connecting component of the node and the column stirrup are welded together by welding. S24: Complete the internal steel reinforcement cage of the vertical structural column using normal construction methods, pass the acceptance test, and proceed to S31 of the S3 process sequence; S3: After the internal connecting components of the aforementioned node are installed, install the aforementioned reinforcing steel reinforcement mesh system. The reinforcing steel reinforcement mesh system is connected to the column reinforcement mesh system inside the vertical structural column and the beam reinforcement mesh system inside the continuous beam specified in the design, and is inspected and approved. Appropriate scaffolding needs to be installed during the operation to ensure construction safety. The construction process for strengthening the steel reinforcement mesh system includes the following sub-steps: S31: After the construction process in S24 is completed, the column reinforcement cage (including the vertical reinforcement and column stirrups inside the vertical structural column) is completed first, and then the reinforcement cage mesh system is installed. S32: Based on S2 and S31, the reinforcing tie bars include several L-shaped vertical reinforcing tie bars and several horizontal reinforcing tie bars. The several L-shaped vertical reinforcing tie bars are set on the front and rear sides of the connecting member inside the node and attached to the front and rear sides of the upper wing plate or the front and rear sides of the lower wing plate. One end of the L-shaped vertical reinforcing tie bars is tied to the reinforcing bars of the column reinforcing cage inside the vertical structural column. The other end of the L-shaped vertical reinforcing tie bars is embedded in the small beam reinforcing cage and tied to the small beam reinforcing cage. One end of the several horizontal reinforcing tie bars is set at the end of the connecting member inside the node and tied to the beam reinforcing cage. The other end of the several horizontal reinforcing tie bars is set at the column reinforcing cage and tied to the column reinforcing cage. S4: After S3 passes the acceptance test, install the vertical structural column formwork, ensuring that the beam-column junction is sealed tightly to prevent grout leakage, and pass the acceptance test. S5: Pour concrete for the vertical structural columns and continue construction of the superstructure; during the operation, appropriate supporting scaffolding and formwork must be installed to ensure that the load-bearing capacity and construction safety requirements are met. S6: After all the supporting scaffolding and formwork on this floor are removed, remove debris from the structural joints and roughen the concrete interface of the beams and columns to fully expose the internal connecting components and reinforcing steel mesh of the joints; appropriate scaffolding must be installed during the operation to ensure construction safety. S7: Erect supporting scaffolding for continuous beams and install continuous beam formwork to ensure that the load-bearing capacity of the supporting beams and the construction safety requirements are met, and pass the acceptance inspection. S8: Tie the reinforcement cage of the rear beam. The longitudinal reinforcement of the beam in the reinforcement cage of the rear beam is welded to the longitudinal reinforcement of the beam reinforcement cage in the whole section. After completion, install the reinforcement cage inside the continuous beam as specified in the design of the whole continuous beam and accept it until it is qualified. S9: Install formwork, pour beam concrete using micro-expansion concrete material, and cure normally for 7 days after completion.

[0011] S10: After the concrete strength of the beam reaches the design requirements, remove its formwork and the supporting scaffolding below and clear it away, and conduct an effect acceptance test.

[0012] By using internal connecting components in the nodes and utilizing the rigidity of the I-beams, even with post-casting, rigid connections between beam and column nodes can be achieved, ensuring good lateral stiffness and seismic resistance, and preventing structural node failure. The web has regularly distributed perforations. These perforations can serve as a connection structure for the normal passage and interlocking of concrete materials, as well as the passage and interlocking of reinforcing bars (joint reinforcement bars and small beam stirrups). Concrete can flow freely between different steel strand cavities through these perforations and solidify into a whole. The shear studs (studs) are components that work together in a steel-concrete composite structure. When a continuous beam bends under vertical load, a huge horizontal shear force is generated at the interface between the I-beam and the concrete. The root of the shear stud resists this slippage, effectively transferring these shear forces, preventing interface displacement, and resisting the vertical uplift force that would separate the I-beam from the concrete slab, ensuring a tight fit between the I-beam and the concrete.

[0013] The toothed bar steel is integrated with the web or upper and lower flanges, with the toothed ends facing outwards. Its length spans both sides of the vertical structural column at the connection node and extends a distance into the continuous beam. These teeth are cast into the concrete. The geometry of the teeth, the anchorage of the concrete itself, and the possible additional shear reinforcement together form a composite shear-resistant system.

[0014] The reinforcing plate is used to connect the web plate, the upper flange, and the lower flange, thereby strengthening the stability of the web plate and providing horizontal shear resistance. Its shear resistance function is basically the same as that of the shear studs (studs).

[0015] Compared with existing technologies, this invention has the advantages of achieving stronger mechanical interlocking and shear resistance, while improving the binding process of the tie bar skeleton in the joint area, so that the post-cast joint achieves the same rigid connection performance as the overall casting, thereby ensuring the construction quality of the structural joint and resolving the contradiction between construction progress and structural quality. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the internal connecting components of the node in this invention; Figure 2 This is a structural schematic diagram of the beam-column connection node structure of the present invention; Figure 3 Schematic diagram of reinforced steel mesh system; Figure 4 A schematic diagram of the connection structure between the internal connecting components of the node and the steel reinforcement cage of the small beam; Figure 5 A schematic diagram of the connection structure between the internal connecting components of the node and the L-shaped vertical reinforcing tie bars; Figure 6 A schematic diagram showing the completed vertical structural column after pouring; Figure 7 A structural schematic diagram of the reinforcement members and formwork installation for a continuous beam; Figure 8 This is a schematic diagram showing the completed pouring of the continuous beam.

[0017] Explanation of reference numerals: A - Internal connecting components of the node; B - Reinforcing steel mesh; 1 - I-beam; 101 - Upper flange; 102 - Lower flange; 103 - Web; 104 - Perforation; 2 - Shear stud; 3 - Strip steel; 301 - Tooth; 4 - Vertical structural column; 5 - Reinforcing plate; 6 - Column reinforcing cage; 601 - Column stirrups; 602 - Vertical reinforcement; 7 - Connection node; 8 - Beam reinforcing cage; 9 - Small beam reinforcing cage; 901 - Small beam transverse reinforcement; 902 - Small beam stirrups; 10 - Reinforcing tie bars; 1001 - L-shaped vertical reinforcing tie bars; 1002 - Transverse reinforcing tie bars; 11 - Continuous beam. Detailed Implementation

[0018] The internal connecting components of the nodes, the beam-column connection node structure, and the construction method of the present invention will now be described in further detail with reference to the accompanying drawings and embodiments: like Figure 1 As shown, the internal connection components of the node in this invention are implemented as follows: It includes an I-beam 1, several shear studs 2 fixed on the upper flange 101 and lower flange 102 of the I-beam 1, and a strip steel 3 with teeth 301 densely distributed on the outer edge of the web 103 of the I-beam 1. Several perforations 104 are provided on the web 103.

[0019] The I-beam 1 is an integrally formed steel section, or the upper flange 101 and the lower flange 102 are welded and fixed to the upper and lower edges of the web 103 respectively.

[0020] The strip steel 3 is set on both sides of the web 103. There are three strip steel 3 on the front and back of the web 103. They are set horizontally in the middle of the web 103. The length of the strip steel 3 allows both ends to pass through the vertical structural column 4.

[0021] The teeth on the bar steel 3 include triangular serrations, square teeth, and trapezoidal teeth.

[0022] Two rows of anti-shear studs 2 are evenly distributed on the upper flange 101 and the lower flange 102 respectively. The two rows of anti-shear studs 2 are located on the lower flange 101 and on the upper flange 102 respectively.

[0023] Preferably, several steel reinforcing plates 5 are fixed at the connection between the upper wing plate 101 and the web plate 103 and at the connection between the lower wing plate 102 and the web plate 103.

[0024] The reinforcing plate 5 is a corner plate, and several reinforcing plates 5 are symmetrically distributed laterally along the web plate 103.

[0025] like Figure 2 , 3 The beam-column connection node structure of the present invention shown in Figures 4 and 5 is implemented as follows: it includes a column steel reinforcement skeleton 6 constituting the vertical structural column 4, a node internal connecting member A and a beam steel reinforcement skeleton 8 arranged laterally at the node connection node 7 of the column steel reinforcement skeleton 6, and a reinforcing steel reinforcement skeleton network B arranged on the node internal connecting member A. The reinforcing steel reinforcement skeleton network B includes a small beam steel reinforcement skeleton 9 arranged in the middle of the web 103 of the node internal connecting member A and a reinforcing tie bar 10. The reinforcing tie bar 10 connects the column steel reinforcement skeleton 6, the beam steel reinforcement skeleton 8, the node internal connecting member A and the small beam steel reinforcement skeleton 9 into a whole.

[0026] Preferably, the small beam reinforcement cage 9 includes small beam transverse reinforcement 901 and small beam stirrups 902 provided on both sides of the web 103. The length of the small beam transverse reinforcement 901 matches the length of the internal connecting member A of the node. The small beam stirrups 902 pass through the through hole 104 in the middle of the web 103 of the internal connecting member A of the node and are tied together with the small beam transverse reinforcement 901 on both sides of the web 103.

[0027] Preferably, the reinforcing tie bar 10 includes L-shaped vertical reinforcing tie bars 1001 and horizontal reinforcing tie bars 1002. The L-shaped vertical reinforcing tie bar 1001 includes a vertical bar, a horizontal bar, and an inclined bar connecting the lower end of the vertical bar and one end of the horizontal bar. The upper end of the vertical bar is bent inward at 90 degrees. There are two sets of L-shaped vertical reinforcing tie bars 1001, symmetrically arranged above and below the connection node. Each set of L-shaped vertical reinforcing tie bars 1001 has two pairs, symmetrically arranged on both sides of the connection node. Each pair of L-shaped vertical reinforcing tie bars 1001 is attached to the front and rear sides of the upper flange 101 or the front and rear sides of the lower flange 102. One end of the L-shaped vertical reinforcing tie bar 1001 is tied to the reinforcing bars of the column reinforcing cage 6 inside the vertical structural column 4. The other end of the L-shaped vertical reinforcing tie bar 1001 is embedded in the small beam reinforcing cage 9 and tied to the small beam reinforcing cage 9 with reinforcing bars. The transverse reinforcing bars 1002 include horizontal bars and diagonal bars connected to the horizontal bars. The free ends of the horizontal bars of the transverse reinforcing bars 1002 are bent horizontally at 90 degrees, and the free ends of the diagonal bars of the transverse reinforcing bars 1002 are bent horizontally longitudinally. There are two sets of transverse reinforcing bars 1002 arranged symmetrically on the left and right, with four bars in each set. The upper and lower transverse reinforcing bars 1002 are located above and below the beam reinforcement cage 8, respectively, and the two middle transverse reinforcing bars 1002 are located in the middle of the connecting member A inside the node. The horizontal bars of the upper and lower transverse reinforcing bars 1002 are tied to the beam reinforcement cage 8 with steel bars, and the horizontal bars of the two middle transverse reinforcing bars 1002 are tied to the small beam reinforcement cage 9 with steel bars. The free ends of the diagonal bars of the transverse reinforcing bars 1002 are hooked to the column reinforcement cage 6 and tied to the column reinforcement cage 6 with steel bars.

[0028] The construction method of the beam-column connection node structure of the present invention is implemented as follows, including: S1: Before the construction of vertical structural column 4, process the internal connecting component A of the node (such as factory production) off-site, and after acceptance, keep it for later use and transport it to the site for installation when needed. S2: After completing the column steel reinforcement cage 6 inside the vertical structural column 4, install the internal connecting component A of the node at the elevation of the continuous beam 11, and fix it with steel bars to keep it horizontal. The operation process requires the installation of corresponding scaffolding to ensure construction safety. The installation of internal connecting component A of the node includes the following steps: S21: When installing the column reinforcement cage 6 inside the vertical structural column 4, after the column stirrups 601 are installed to the elevation of the continuous beam 11, add another column stirrup 601 below the lower flange 102 of the internal connecting member A, tie it securely and keep it horizontal. This column stirrup 601 mainly bears the vertical load of the internal connecting member A itself; S22: The node internal connecting member A is placed centered on the column stirrup 601 added in S21, such that both ends of the node internal connecting member A extend into the continuous beams 11 on both sides of the vertical structural column 4 to equal depths. The node internal connecting member A is tightly attached to the column stirrup 601 added below the lower flange 102, securely tied and kept horizontal. The column stirrup 601 is welded to the node internal connecting member A by welding. Since the added column stirrup 601 is horizontal, the node internal connecting member A is also horizontal. S23: After the installation of the node internal connecting component A is completed, a column stirrup 601 is added on the upper wing plate 101 of the node internal connecting component A, so that the column stirrup 601 presses on the upper wing plate 101 of the node internal connecting component A, and the upper wing plate 101 of the node internal connecting component A is welded together with the column stirrup 601 by welding. S24: Complete the column steel reinforcement cage 6 and beam steel reinforcement cage 8 inside the vertical structural column 4 using normal construction methods, and pass the acceptance test before proceeding to S31 of the S3 process sequence; S3: After the internal connecting component A of the node is installed, install the reinforcing steel mesh system B. The reinforcing steel mesh system B is connected to the column steel mesh system 6 inside the vertical structural column 4 and the beam steel mesh system 8 inside the continuous beam 11 specified in the design, and is inspected and approved. Appropriate scaffolding needs to be installed during the operation to ensure construction safety. The construction process for strengthening the steel reinforcement mesh system B includes the following sub-steps: S31: After the construction process in S24 is completed, the column steel reinforcement cage 6 inside the vertical structural column 4 is completed first (the column steel reinforcement cage 6 includes the vertical steel bars 602 and the column stirrups 601 inside the vertical structural column), and then the reinforcement steel reinforcement cage network B is installed. S32: Based on S2 and S31, several L-shaped vertical reinforcing tie bars 1001 are set on the front and rear sides of the connecting member A inside the node and attached to the front and rear sides of the upper wing plate 101 or the front and rear sides of the lower wing plate 102. One end of the L-shaped vertical reinforcing tie bar 1001 is tied to the reinforcing bar of the column reinforcing cage 6 inside the vertical structural column 4. The other end of the L-shaped vertical reinforcing tie bar 1001 is embedded in the position of the small beam reinforcing cage 9 and tied to the small beam reinforcing cage 9 after the small beam reinforcing cage 9 is installed. S33: One end of several transverse reinforcing tie bars 1002 is set at the end of the connecting member A inside the node and is tied to the beam reinforcement cage 8 with steel bars. The other end of several transverse reinforcing tie bars 1002 is set at the column reinforcement cage 6 and is tied to the column reinforcement cage 6 with steel bars, or extends into the position of the small beam reinforcement cage 9 and is tied to the small beam reinforcement cage 9 after the small beam reinforcement cage 9 is installed. S34: Install the transverse steel bars 901 of the small beam located on both sides of the web plate 103 on the basis of S33, and tie them to the other end of the transverse reinforcing tie bars 1002 that extend into the small beam steel bar skeleton 9. S35: Install small beam stirrups 902 on the basis of S34. The small beam stirrups 902 pass through the regularly distributed perforations 104 on the web 103 and are fixed with the horizontal bars of the L-shaped vertical reinforcing tie bars 1001 on both sides of the web 103 to form a small beam steel skeleton 9. S4: After S3 passes the acceptance test, install the vertical structural column formwork, ensuring that the beam-column junction is sealed tightly to prevent grout leakage, and pass the acceptance test. S5: Pour concrete for vertical structural column 4 and continue the construction of the superstructure; during the operation, it is necessary to install the corresponding supporting scaffolding and formwork to ensure that the load-bearing capacity and construction safety requirements are met; S6: After all the supporting scaffolding and formwork of this floor are removed, remove debris from the structural nodes and roughen the concrete interface of the beams and columns to fully expose the internal connecting components and the reinforcing steel mesh of the nodes. Appropriate scaffolding must be installed during the operation to ensure construction safety. S7: Erect supporting scaffolding for continuous beam 11 and install beam formwork to ensure that it meets the requirements for supporting the load of the continuous beam and construction safety, and pass the acceptance inspection. S8: Tie the steel reinforcement cage of the subsequent continuous beam 11. The longitudinal steel bars of the steel reinforcement cage of the subsequent continuous beam 11 are welded to the transverse steel bars of the beam steel reinforcement cage 8 in one piece. After completion, install the steel reinforcement cage inside the continuous beam 11 as specified in the design and accept it until it is qualified. S9: Install formwork, pour beam concrete using micro-expansion concrete material, and cure normally for 7 days after completion; S10: After the concrete strength of the continuous beam 11 reaches the design requirements, remove its formwork and the supporting scaffolding below and clear it, and conduct an effect acceptance test.

Claims

1. A node internal connection member, characterized by, It includes an I-beam, several shear studs fixed to the upper and lower flanges of the I-beam, and a strip of steel with densely toothed outer edges fixed to the web of the I-beam, with several perforations on the web.

2. The node-internal connection means according to claim 1, characterized in that Several reinforcing plates are fixed at the connection between the upper flange and the web, and at the connection between the lower flange and the web.

3. A beam-column connection node structure comprising the node interior connecting member according to claim 1 or 2, characterized by It includes a column steel reinforcement cage that constitutes a vertical structural column, internal connecting members that are set horizontally at the connection nodes of the column steel reinforcement cage, and a reinforcing steel reinforcement cage network set on the internal connecting members. The reinforcing steel reinforcement cage network includes a small beam steel reinforcement cage set in the middle of the web of the internal connecting members and reinforcing tie bars. The reinforcing tie bars connect the column steel reinforcement cage, the beam steel reinforcement cage, the internal connecting members and the small beam steel reinforcement cage into a whole.

4. The beam-column connection structure according to claim 3, wherein The beam reinforcement cage includes transverse beam reinforcement and beam stirrups on both sides of the web. The length of the transverse beam reinforcement matches the length of the internal connecting member of the node. The beam stirrups pass through the perforation in the middle of the web of the internal connecting member of the node and are tied together with the transverse beam reinforcement on both sides of the web.

5. The beam-column connection node structure according to claim 4, characterized in that, The reinforcing bars include L-shaped vertical reinforcing bars and horizontal reinforcing bars. The L-shaped vertical reinforcing bars include a vertical member, a horizontal member, and a diagonal member connecting the lower end of the vertical member and one end of the horizontal member. There are two sets of L-shaped vertical reinforcing bars, symmetrically arranged above and below the connection node. Each set has two pairs of L-shaped vertical reinforcing bars, symmetrically arranged on both sides of the connection node. Each pair of L-shaped vertical reinforcing bars is attached to the front and rear sides of the upper flange or the front and rear sides of the lower flange. One end of the L-shaped vertical reinforcing bar is tied to the reinforcing bars of the column reinforcement cage inside the vertical structural column, and the other end of the L-shaped vertical reinforcing bar is embedded in the small... The beam reinforcement cage is secured to the small beam reinforcement cage with reinforcing bars. The transverse reinforcing bars include horizontal bars and diagonal bars connected to the horizontal bars. There are two sets of transverse reinforcing bars arranged symmetrically on the left and right, with four bars in each set. The top and bottom transverse reinforcing bars are located above and below the beam reinforcement cage, respectively. The horizontal bars of the top and bottom transverse reinforcing bars are secured to the beam reinforcement cage with reinforcing bars. The middle two transverse reinforcing bars are located in the middle of the connecting members inside the node. The horizontal bars of the middle two transverse reinforcing bars are secured to the small beam reinforcement cage with reinforcing bars. The free ends of the diagonal bars of the transverse reinforcing bars are secured to the column reinforcement cage with reinforcing bars.

6. A construction method for manufacturing the beam-column connection node structure as described in claim 3, 4, or 5, characterized in that, include: S1: Before the construction of the vertical structural columns, the internal connecting components of the nodes are processed off-site; S2: After completing the column reinforcement cage inside the vertical structural column, install the internal connecting components of the node at the elevation of the continuous beam, and fix them with steel bars to maintain a horizontal state. S2 includes the following sub-steps: S21: When installing the column reinforcement cage inside the vertical structural column, after the column stirrups are installed to the elevation of the continuous beam, add a column stirrup below the lower flange of the connecting member inside the node, tie it firmly and keep it horizontal. S22: The internal connecting member of the node is placed in the center on the column stirrup added in S21, so that the two ends of the internal connecting member of the node extend into the continuous beams on both sides of the vertical structural column to the same depth. The internal connecting member of the node is close to the column stirrup added below the lower flange, and is tied firmly and kept horizontal. S23: After the installation of the internal connecting component of the node is completed, add another column stirrup on the upper flange of the internal connecting component of the node, so that the column stirrup presses on the upper flange of the internal connecting component of the node. S24: Complete the internal steel reinforcement cage of the vertical structural column using normal construction methods, and proceed to S31 of the S3 process sequence after acceptance. S3: After the internal connecting components of the node are installed, install the reinforcing steel mesh, and connect the reinforcing steel mesh with the column steel mesh inside the vertical structural column and the beam steel mesh inside the continuous beam specified in the design, and accept it until it is qualified. S3 includes the following sub-steps: S31: After the construction process in S24 is completed, the column steel reinforcement cage inside the vertical structural column is completed first, followed by the installation of the reinforcing steel reinforcement cage network. S32: Based on S2 and S31, the reinforcing tie bars include several L-shaped vertical reinforcing tie bars and several horizontal reinforcing tie bars. The several L-shaped vertical reinforcing tie bars are set on the front and rear sides of the connecting member inside the node and attached to the front and rear sides of the upper wing plate or the front and rear sides of the lower wing plate. One end of the L-shaped vertical reinforcing tie bars is tied to the reinforcing bars of the column reinforcing cage inside the vertical structural column. The other end of the L-shaped vertical reinforcing tie bars is embedded in the location of the small beam reinforcing cage. After the small beam reinforcing cage is installed, it is tied to the small beam reinforcing cage. One end of the several horizontal reinforcing tie bars is set at the location of the beam reinforcing cage and tied to the beam reinforcing cage, or one end of the horizontal reinforcing tie bars extends into the location of the small beam reinforcing cage. After the small beam reinforcing cage is installed, one end of the horizontal reinforcing tie bars is tied to the small beam reinforcing cage. The other end of the several horizontal reinforcing tie bars is set at the column reinforcing cage and tied to the column reinforcing cage. S33: Complete the installation of the small beam steel reinforcement cage; S4: After S3 passes the acceptance test, install the vertical structural column formwork, ensuring that the beam-column junction is sealed tightly to prevent grout leakage, and pass the acceptance test. S5: Pour the concrete for the vertical structural columns and continue the construction of the superstructure; S6: After all the supporting scaffolding and formwork of this floor are removed, remove the debris from the structural nodes and roughen the concrete interface of the beams and columns to fully expose the internal connecting components and the reinforcing steel mesh of the nodes. S7: Erect supporting scaffolding for continuous beams and install continuous beam formwork to ensure that the load-bearing capacity of the supporting beams and the safety of construction are met; S8: Tie the steel reinforcement cage of the subsequent continuous beam. The longitudinal steel bars of the beam in the steel reinforcement cage of the subsequent continuous beam are welded to the longitudinal steel bars of the beam reinforcement cage in the whole section. After completion, install the steel reinforcement cage inside the beam as specified in the design of the whole continuous beam and accept it until it is qualified. S9: Install formwork and pour beam concrete; S10: After the concrete strength of the beam reaches the design requirements, remove its formwork and the supporting scaffolding below and clear it away, and conduct an effect acceptance test.

7. The construction method for the beam-column connection node structure according to claim 6, characterized in that, Step S33 includes: Install the transverse reinforcement bars of the small beams on both sides of the web and tie them securely to the crossbars of the two transverse reinforcing tie bars located at the web after installation. Install small beam stirrups, which pass through regularly distributed perforations on the web and are fixed to the horizontal bars of the L-shaped vertical reinforcing bars on both sides of the web to form the installation of the small beam reinforcement skeleton.

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