Single-ring-plate hidden bracket beam-column connecting joint and method thereof

Abstract

The single-ring-plate hidden bracket beam-column connecting joint comprises a frame column and a superposed beam, the frame column is provided with a lower ring plate and a stiffening rib plate, holes are formed in the intersection position of the steel pipe wall of the frame column and superposed beam top ribs, the superposed beam top ribs on the two sides of the joint penetrate through the holes in the steel pipe wall, and superposed beam bottom ribs are connected with a beam bottom embedded steel plate in a welded mode. And the embedded steel plate is welded with the frame column outer ring plate. Efficient assembly is achieved by means of fillet weld connection between the beam bottom embedded steel plate and the side face of the lower ring plate, an upper ring plate is omitted to reduce material cost, the short stiffening rib plates are additionally arranged to enhance joint rigidity, the structure is simple, the force transmission path is clear, and the problems that traditional frame joint overhead welding construction is complex, the positioning precision requirement is high, and stability is insufficient are solved. While the assembly efficiency and quality are improved, a high-reliability node solution is provided for the assembly type frame structure.

Description

Technical Field

[0001] The invention belongs to the technical field of building engineering, and particularly relates to a single-ring plate hidden corbel beam-column connection node and a method thereof. Background Art

[0002] Prefabricated construction is a modern construction method, the core of which is to standardize and refine the main components of the building, such as beams, slabs, and columns, in the factory. After the prefabricated components are delivered to the construction site through reasonable transportation methods, they are efficiently assembled using reliable connection technology to eventually form a complete building structure. This construction method not only improves construction efficiency, but also significantly enhances the stability of building quality, while reducing the impact of on-site construction on the environment. It is an important manifestation of the construction industry's transformation towards industrialization and greening.

[0003] In the field of prefabricated buildings, the connection technology between frame columns and precast concrete composite beams is a key link in achieving efficient construction and structural stability. At present, the mainstream connection methods in this field include ring beam connection and upper and lower double ring plate connection.

[0004] The ring beam connection technology requires a large amount of on-site steel bar work, a high degree of wet work, a large amount of formwork work, and low work efficiency. In addition, the construction quality of the ring beam connection depends largely on the skill level of the on-site operators and the construction environment, making it difficult to ensure construction accuracy and quality stability.

[0005] The connection between the upper and lower double ring plates has the problem of large steel consumption, which increases material costs and places high demands on the positioning of prefabricated beams on site. In actual construction, the beam and the lower ring plate are often connected by overhead welding, which is difficult to operate and the welding quality is difficult to control. Welding defects are prone to occur, thus affecting the overall performance of the structure. Summary of the invention

[0006] In order to solve the shortcomings of the prior art, the present invention proposes a single ring plate hidden corbel beam-column connection node and a construction method thereof. The technology aims to simplify the node structure, optimize the construction process, reduce the construction difficulty, and achieve the purposes of cost saving and beautiful appearance.

[0007] To achieve the above object, the technical solution adopted by the present invention is:

[0008] A single ring plate hidden corbel beam-column connection node, wherein the column is a frame column, the beam is a composite beam, the frame column is provided with a lower ring plate and a stiffening rib plate, the tube wall is provided with holes, and the composite beam is provided with a pre-buried steel plate;

[0009] The lower ring plate is welded to the outer wall of the frame column, and the stiffening rib plates are multiple and welded to the outer wall of the frame column and to the upper surface of the lower ring plate at the same time;

[0010] The composite beam is placed on the lower ring plate, the top reinforcement of the composite beam passes through the hole to penetrate the node area, the bottom reinforcement of the composite beam is welded to the upper surface of the embedded steel plate, the embedded steel plate and the lower ring plate are connected by welding, and there is a certain gap between the stiffening rib plate and the side of the composite beam to reserve operating space for the welding process; the node area is cast to form a post-casting area.

[0011] In one embodiment, the side edge of the embedded steel plate is welded to the upper surface of the lower ring plate by a fillet weld. When the length of the weld between the embedded steel plate and the lower ring plate does not meet the connection strength requirement, the size of the embedded steel plate along the width direction of the beam section is increased, and a hole groove is opened in the portion of the embedded steel plate that exceeds the beam width area, and the connection with the lower ring plate is strengthened by plug welding in the hole groove area.

[0012] In one embodiment, when the rigidity of the lower ring plate of the frame column is insufficient, a short stiffening rib plate is added in the overlap area between the composite beam and the lower ring plate to enhance the rigidity of the lower ring plate, and the short stiffening rib plate is welded to the pipe wall of the frame column and the lower ring plate;

[0013] The prefabricated part of the composite beam is provided with notch one, the embedded steel plate is provided with notch two, the short stiffening ribs are accommodated in notch one and notch two, the sizes of notch one and notch two are larger than the outer contour of the short stiffening ribs, and the short stiffening ribs are not in direct contact with the beam body.

[0014] In one embodiment, additional short steel bars parallel to the bottom reinforcement of the composite beam are added to the upper part of the embedded steel plate. The length of the additional short steel bars is greater than the length of the embedded steel plate. The additional short steel bars do not contact the embedded steel plate and only serve as frame bars.

[0015] In one embodiment, the stirrups in the composite beam include stirrup one and stirrup two, wherein stirrup one is arranged within the length range of the embedded steel plate to constrain the top reinforcement of the composite beam and the concrete within the upper range of the top surface of the embedded steel plate; stirrup two is arranged in other areas of the composite beam to constrain the top reinforcement of the composite beam, the bottom reinforcement of the composite beam and the concrete therebetween.

[0016] In one embodiment, stirrup one within the width of the short stiffening rib is replaced by stirrup three, stirrup four and stirrup five; stirrup three and stirrup four are respectively located on both sides of the short stiffening rib to constrain the concrete from the upper part of the top surface of the embedded steel plate on the side to the top reinforcement of the composite beam; stirrup five is located on the upper part of the short stiffening rib, and the constraint range includes the top of the short stiffening rib to the top reinforcement of the composite beam.

[0017] In one embodiment, when the chord length of the frame column corresponding to the position of the composite beam top reinforcement is less than 20 times the diameter of the beam top reinforcement, it is reinforced by welding anchor bars in the middle of the composite beam top reinforcement or taking other mechanical anchoring measures.

[0018] In one embodiment, the post-casting area is an area within the width of the composite beam enclosed by the end face of the composite beam, the tube wall of the frame column, and the upper surface of the lower ring plate, or an area enclosed by two stiffening ribs clamping the composite beam, the tube wall of the frame column, and the upper surface of the lower ring plate; the post-casting area is cast using high-fluidity concrete or grouting material.

[0019] The present invention also provides a construction method for the single-ring plate hidden corbel beam-column connection node, which mainly comprises the following steps:

[0020] Step 1: Complete the welding of the lower ring plate, stiffening rib plate and frame column tube wall in the factory;

[0021] Step 2, after the steel cage of the prefabricated part of the composite beam is tied in the factory, the embedded steel plate is welded to the bottom reinforcement of the composite beam;

[0022] Step 3, complete the casting of the prefabricated part of the composite beam by supporting the formwork in the factory;

[0023] Step 4: At the construction site, after the steel pipe is positioned, the composite beam is positioned and hoisted into place, and the top reinforcement of the composite beam is passed through the holes of the frame column and fixed;

[0024] Step 5, welding the embedded steel plate to the lower ring plate;

[0025] Step 6: Set up the formwork and complete the pouring of concrete in the aftercast area, the composite layer of the composite beam and the frame column.

[0026] In one embodiment, in step 6, during the pouring process of the post-pouring area, the stiffening ribs are used as side formwork or the side formwork is separately supported for pouring. When the stiffening ribs are used as side formwork, the front formwork should be selected to a suitable size based on the diameter of the lower ring plate and the beam height.

[0027] Compared with the prior art, the present invention has the following significant effects:

[0028] 1. The assembled connection node of the present invention is easy to install, and no bolt connection is required throughout the entire process, which helps to reduce construction accuracy and difficulty. The embedded steel plate at the bottom of the beam is connected to the lower ring plate on the column through a side fillet weld, avoiding the problems of cumbersome construction and welding defects caused by the overhead welding process, and the construction quality is controllable.

[0029] 2. The present invention does not need to set an upper ring plate, saving material costs, and the composite beam is hoisted and dropped without obstruction, simplifying the composite beam positioning operation process.

[0030] 3. The present invention can add short stiffening ribs at the overlap position between the composite beam and the lower ring plate, which not only improves the rigidity of the lower ring plate, but also improves the overall stability of the node area. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1It is a three-dimensional schematic diagram of the overall node of the present invention.

[0032] Figure 2 It is an enlarged schematic diagram of the node area of ​​the present invention.

[0033] Figure 3 It is a three-dimensional schematic diagram of the plug welding of the embedded steel plate at the bottom of the large-size beam of the present invention.

[0034] Figure 4 It is a three-dimensional schematic diagram of the position relationship between the short stiffening rib plate and the beam of the present invention.

[0035] Figure 5 It is a three-dimensional schematic diagram of the stirrup arrangement in the area affected by the short stiffening ribs of the present invention.

[0036] Figure 6 This is a three-dimensional schematic diagram of the post-casting area when the stiffening rib plate of the present invention also serves as the side formwork.

[0037] In the figure:

[0038] 1-frame column; 11-lower ring plate; 12-stiffening rib plate; 13-hole; 15-short stiffening rib plate; 2-composite beam; 21-precast part of composite beam; 211-bottom reinforcement of composite beam; 212-stirrup one; 213-stirrup two; 214-additional short steel bar; 215-notch one; 217-stirrup three; 218-stirrup four; 219-stirrup five; 22-composite layer; 221-top reinforcement of composite beam; 23-embedded steel plate; 231-hole groove; 232-notch two; 3-post-casting area. DETAILED DESCRIPTION

[0039] The specific technical solutions of the present invention are described below in conjunction with embodiments.

[0040] refer to Figure 1 and Figure 2 As shown, the present invention is a single-ring plate hidden corbel beam-column connection node, wherein the column is a frame column 1, the beam is a composite beam 2, the beam and column are cross-connected, the connection point is a node area, concrete, grouting material, etc. are poured in the node area, that is, a post-cast area 3 is formed.

[0041] The present invention provides a lower ring plate 11 and a stiffening rib plate 12 on the tube wall of the frame column 1, and a hole 13 is opened through the tube wall. The lower ring plate 11 is an annular plate with a horizontal plate surface, and its inner edge can be fixed to the outer side of the tube wall of the frame column 1 by welding or other means. In the present invention, only the lower ring plate 11 is provided in each node area, and no other ring plate (generally referring to the upper ring plate) is required. While ensuring the structural performance, it is convenient to hoist the composite beam 2 on site, greatly improving the convenience of construction.

[0042] The main function of the stiffening ribs 12 is to improve the structural performance of the node area, especially the supporting strength of the lower ring plate 11. Obviously, there are multiple stiffening ribs 12, and they are preferably evenly distributed along the outer side of the tube wall of the frame column 1. They can also be flexibly arranged according to the size of the composite beam 2 in two directions. The side close to the frame column 1 is defined as the inner side, and the side away from the frame column 1 is defined as the outer side. The inner side of the stiffening ribs 12 is welded to the tube wall of the frame column 1, and at the same time, the lower side is welded to the upper surface of the lower ring plate 11. By setting the stiffening ribs 12, it can be ensured that there is still enough structural strength for the composite beam 2 to be installed when only the lower ring plate 11 is used.

[0043] The present invention arranges an embedded steel plate 23 in the composite beam 2. Specifically, the embedded steel plate 23 is arranged at the bottom of the composite beam 2 at one end close to the frame column 1. The composite beam 2 has a composite beam top rib 221 and a composite beam bottom rib 211, wherein the composite beam bottom rib 211 is welded to the upper surface of the embedded steel plate 23, and the lower surface of the embedded steel plate 23 is the main contact portion between the composite beam 2 and the lower ring plate 11. In the actual structure, when the composite beam 2 is placed on the lower ring plate 11, its composite beam top rib 221 can pass through the hole 13 to penetrate the node area, that is, the design height of the hole 13 should match the height of the composite beam 2. At the same time,

[0044] The embedded steel plate 23 of the present invention is connected to the lower ring plate 11 by welding, specifically, the side edge of the embedded steel plate 23 is welded to the upper surface of the lower ring plate 11 by fillet welds, and this welding method avoids the inconvenience of construction caused by the overhead welding operation in the prior art. At this time, there should be a certain gap between the stiffening rib plate 12 and the side of the composite beam 2 to reserve operating space for the welding process.

[0045] According to the above structure, it is obvious that the node area structure of the present invention is greatly simplified compared with the prior art. The installation of the lower ring plate 11, the stiffening rib plate 12 and the hole 13 on the frame column 1, and the installation of the embedded steel plate 23 on the composite beam 2 can all be completed in the factory. On site, it is only necessary to penetrate the composite beam top reinforcement 221 of the composite beam 2, weld the embedded steel plate 23, and then pour concrete, so the construction difficulty is greatly reduced.

[0046] The frame column 1 of the present invention can be in various forms, for example, a steel frame column or a composite column. Typical steel frame columns include box columns, steel pipe columns, etc., and typical composite columns include steel tube concrete columns, steel concrete columns, etc. Its cross-sectional form is not limited to circular, and can also be other shapes, such as rectangular.

[0047] The present invention designs a connection mode in which the top reinforcement 221 of the composite beam passes through the hole 13 on the column. It is easy to understand that when the through-node connection is not required, the remaining structural forms of the present invention can be applied to various frame columns, especially the lower ring plate structure, the embedded steel plate at the end of the composite beam, and the welding form between the two. These structures and welding forms constitute the core part of the node.

[0048] In a further embodiment of the present invention, an additional short steel bar 214 is added to the upper part of the embedded steel plate 23. The additional short steel bar 214 is parallel to the bottom bar 211 of the composite beam, and its length is greater than the length of the embedded steel plate 23. It does not contact the embedded steel plate 23 and only serves as a frame bar. The spacing between the additional short steel bar 214 and the embedded steel plate 23 should be greater than the diameter of the composite beam stirrups so that the stirrups can pass through the two. The additional short steel bar 214 solves the problem that the stirrups within the length of the embedded steel plate 23 cannot be fixed due to the welding connection between the bottom bar 211 of the composite beam and the embedded steel plate 23.

[0049] Due to the presence of the embedded steel plate 23, in a further embodiment of the present invention, the stirrups in the composite beam 2 are divided into two parts: stirrup 1 212 and stirrup 213. Stirrup 1 212 is arranged within the length range of the embedded steel plate 23, and is used to constrain the concrete within the upper range of the composite beam top reinforcement 221 and the upper surface of the embedded steel plate 23; stirrup 213 is arranged in other areas of the composite beam 2, and is used to constrain the composite beam top reinforcement 221, the composite beam bottom reinforcement 211 and the concrete therebetween.

[0050] The present invention adopts a fillet welding method to improve the convenience of construction. In order to ensure the connection strength, this welding method has certain requirements on the length of the weld. In a further embodiment of the present invention, when the length of the weld between the embedded steel plate 23 and the lower ring plate 11 does not meet the connection strength requirements, refer to Figure 3 As shown, the dimension of the embedded steel plate 23 along the width direction of the beam section can be increased, and a hole groove 231 can be opened in the portion of the embedded steel plate 23 that exceeds the beam width area, and the connection with the lower ring plate 11 can be strengthened by plug welding in the hole groove 231 area.

[0051] Furthermore, the widened area of ​​the embedded steel plate 23 can be made into other shapes according to the size of the lower ring plate 11, so as to hide the embedded steel plate 23 in the upward viewing angle and improve the aesthetics of the node.

[0052] In a further embodiment of the present invention, reference Figure 4 As shown, in order to ensure that the lower ring plate 11 has sufficient rigidity, a short stiffening rib plate 15 is added in the overlap area between the composite beam 2 and the lower ring plate 11. The short stiffening rib plate 15 is welded to the tube wall of the frame column 1 and the lower ring plate 11, and its outer part is accommodated in the composite beam 2, thereby enhancing the rigidity of the lower ring plate 11.

[0053] Furthermore, in order to install the short stiffening rib plate 15, the present invention provides a notch 215 in the composite beam prefabricated part 21, and a notch 232 in the embedded steel plate 23. The notch 215 and the notch 232 correspond to each other up and down, and preferably, they are both designed at the central position in the width direction. The outer side of the short stiffening rib plate 15 can be inserted with the notch 215 and the notch 232 at the same time. Therefore, the size of the notch 215 and the notch 232 should be larger than the outer contour of the short stiffening rib plate 15. The short stiffening rib plate 15 does not directly contact the beam body, and there is a gap between the two. When pouring the post-casting area, the pouring material can fill the gap to enhance the integrity of the node.

[0054] In a further embodiment of the present invention, reference Figure 5 As shown, within the width of the short stiffening rib plate 15, the stirrup 1 212 can be replaced by stirrup 3 217, stirrup 4 218 and stirrup 5 219. Stirrup 3 217 is located on the right side of the short stiffening rib plate 15 to constrain the concrete in the range from the upper part of the top surface of the right embedded steel plate 23 to the top reinforcement 221 of the composite beam, and stirrup 4 218 is located on the left side of the short stiffening rib plate 15 to constrain the concrete in the range from the upper part of the top surface of the left embedded steel plate 23 to the top reinforcement 221 of the composite beam. Stirrup 5 219 is located on the upper part of the short stiffening rib plate 15, and the constraint range includes the concrete in the range from the top of the short stiffening rib plate 15 to the top reinforcement 221 of the composite beam.

[0055] By replacing the integral stirrup 1 212 with stirrup 3 217 , stirrup 4 218 and stirrup 5 219 , not only is it adapted to the additional short stiffening rib 15 , but the separate constraints can also further improve the structural strength.

[0056] In a further embodiment of the present invention, when the chord length of the frame column 1 corresponding to the position of the composite beam top reinforcement 221 is less than 20 times the diameter of the beam top reinforcement, it is difficult to meet the anchorage and overlap requirements of the longitudinal force-bearing steel bars in the frame node area. At this time, it can be strengthened by welding anchor bars in the middle position of the composite beam top reinforcement 221 or adopting other mechanical anchoring measures.

[0057] In a further embodiment of the present invention, the overlap area between the prefabricated part 21 of the composite beam and the lower ring plate 11 can raise the lower surface position and reserve a tongue-and-groove structure to adjust the relative relationship between the bottom surface of the composite beam 2 and the bottom surface of the lower ring plate 11, thereby achieving the purpose of beautifying the shape.

[0058] The construction method of the single ring plate hidden corbel beam-column connection node of the present invention mainly comprises the following steps:

[0059] Step 1: Complete the welding of the lower ring plate 11, the stiffening rib plate 12 and the pipe wall of the frame column 1 in the factory.

[0060] In this step, an integral node base is formed through a precise welding process. The stiffening ribs 12 can effectively disperse the node stress. Factory prefabrication ensures welding quality and reduces the difficulty of on-site operations.

[0061] Step 2, after the reinforcement cage of the prefabricated part 21 of the composite beam is tied in the factory, the embedded steel plate 23 is welded to the bottom reinforcement 211 of the composite beam.

[0062] This step realizes the reliable connection preparation between the prefabricated components and the structural nodes. The precise positioning of the embedded steel plate 23 ensures the welding matching degree with the lower ring plate 11. The welding method of the composite beam bottom reinforcement 211 forms a three-dimensional force transmission path, providing shear bearing capacity guarantee for the beam-column node.

[0063] Step 3, completing the casting of the prefabricated part 21 of the composite beam by supporting the formwork in the factory.

[0064] This step uses a standardized steel mold to ensure the dimensional accuracy of the component, and the standardized production in the factory ensures that the concrete strength meets the standard, and the prefabricated part 21 of the composite beam and the composite layer 22 can form a reliable interface shear structure. This step can simultaneously pre-embed the pipeline casing to achieve integrated mechanical and electrical installation.

[0065] Step 4, at the construction site, after completing the positioning of the steel pipe, the composite beam 2 is positioned and hoisted into place, and the top reinforcement 221 of the composite beam is passed through the hole 13 of the frame column 1 and fixed to form a cross node area or a T-shaped node area.

[0066] In this step, the column-penetrating connection of the composite beam top reinforcement 221 can form a bidirectional bending resistance mechanism, meet the structural requirements of the cross node or T-node, and form the initial stiffness of the space frame.

[0067] Step 5: welding the embedded steel plate 23 to the lower ring plate 11.

[0068] This step can form a circumferential continuous force transmission interface, effectively transmit the bending moment at the beam end, and the stiffening ribs 12 and the embedded steel plates 23 work together to improve the seismic energy dissipation capacity of the node area.

[0069] Step 6, setting up the formwork, and completing the pouring of concrete in the aftercast area 3, the composite layer 22 of the composite beam 2, and the frame column 1.

[0070] In this step, self-compacting concrete can be used to ensure the casting quality of the core area of ​​the node. The cast-in-place construction of the superimposed layer 22 realizes the coordinated work of the prefabricated and cast-in-place structures. The micro-expansion characteristics of the concrete in the steel pipe column eliminate the interface gap between the steel pipe and the concrete, and finally form a complete composite structural system.

[0071] In the pouring process of the post-casting area 3, the stiffening rib plate 12 is used as the side formwork or the side formwork is supported separately for pouring. When the stiffening rib plate 12 is used as the side formwork, the front formwork should be selected according to the diameter of the lower ring plate 11 and the beam height. Figure 6The post-casting area 3 is specifically an area within the width of the composite beam 2 surrounded by the end face of the composite beam 2, the pipe wall of the frame column 1, and the upper surface of the lower ring plate 11, or an area surrounded by two stiffening ribs 12 clamping the composite beam, the pipe wall of the frame column 1, and the upper surface of the lower ring plate 11; the post-casting area 3 can be cast with high-flow concrete or grouting material.

[0072] In summary, the present invention realizes efficient assembly by connecting the embedded steel plate 23 with the side fillet weld of the lower ring plate 11. The removal of the upper ring plate not only reduces material costs but also improves construction efficiency. At the same time, the addition of short stiffening ribs 15 further enhances the node stiffness, has a simple structure, and a clear force transmission path, which solves the problems of complex overhead welding construction, high positioning accuracy requirements, and insufficient stability of traditional frame nodes. While improving assembly efficiency and quality, it provides a high-reliability node solution for prefabricated frame structures.

Claims

1. A single ring plate hidden corbel beam-column connection node, characterized in that: The column is a frame column (1), the beam is a composite beam (2), the frame column (1) is provided with a lower ring plate (11) and a stiffening rib plate (12), and the tube wall is provided with a hole (13), and the composite beam (2) is provided with a pre-buried steel plate (23); The lower ring plate (11) is welded to the outer wall of the frame column (1), and the stiffening rib plates (12) are provided in plurality and are welded to the outer wall of the frame column (1) and are also welded to the upper surface of the lower ring plate (11); The composite beam (2) is placed on the lower ring plate (11), the top reinforcement (221) of the composite beam passes through the hole (13) and penetrates the node area, the bottom reinforcement (211) of the composite beam is welded to the upper surface of the embedded steel plate (23), the embedded steel plate (23) and the lower ring plate (11) are connected by welding, and a certain gap is provided between the stiffening rib plate (12) and the side surface of the composite beam (2) to reserve operating space for the welding process; and a post-casting area (3) is formed by pouring in the node area.

2. According to claim 1, a single ring plate hidden corbel beam-column connection node is characterized in that: The side surface of the embedded steel plate (23) is welded to the upper surface of the lower ring plate (11) by fillet welds. When the length of the weld between the embedded steel plate (23) and the lower ring plate (11) does not meet the connection strength requirement, the dimension of the embedded steel plate (23) along the width direction of the beam section is increased, and a hole groove (231) is opened in the portion of the embedded steel plate (23) that exceeds the beam width area, and the connection with the lower ring plate (11) is strengthened by plug welding in the hole groove (231) area.

3. According to claim 1, a single ring plate hidden corbel beam-column connection node is characterized in that: When the rigidity of the lower ring plate (11) of the frame column (1) is insufficient, a short stiffening rib plate (15) is added to the overlap area between the composite beam (2) and the lower ring plate (11) to enhance the rigidity of the lower ring plate (11), and the short stiffening rib plate (15) is welded to the pipe wall of the frame column (1) and the lower ring plate (11); The prefabricated part (21) of the composite beam (2) is provided with a first notch (215), the embedded steel plate (23) is provided with a second notch (232), the short stiffening rib plate (15) is accommodated in the first notch (215) and the second notch (232), the size of the first notch (215) and the second notch (232) is larger than the outer contour of the short stiffening rib plate (15), and the short stiffening rib plate (15) does not directly contact the beam body.

4. A single ring plate hidden corbel beam-column connection node according to claim 1, characterized in that: An additional short steel bar (214) parallel to the bottom reinforcement (211) of the composite beam is added to the upper part of the embedded steel plate (23); the additional short steel bar (214) is longer than the length of the embedded steel plate (23); the additional short steel bar (214) is not in contact with the embedded steel plate (23) and is only used as a frame reinforcement for the beam end stirrups.

5. According to claim 1, a single ring plate hidden corbel beam-column connection node is characterized in that: The stirrups in the composite beam (2) include stirrup one (212) and stirrup two (213), wherein the stirrup one (212) is arranged within the length range of the embedded steel plate (23) and is used to constrain the concrete within the upper range of the composite beam top reinforcement (221) and the upper surface of the embedded steel plate (23); the stirrup two (213) is arranged in other areas of the composite beam (2) and is used to constrain the composite beam top reinforcement (221), the composite beam bottom reinforcement (211) and the concrete therebetween.

6. A single ring plate hidden corbel beam-column connection node according to claim 4, characterized in that: The stirrup one (212) within the width of the short stiffening rib (15) is replaced by stirrup three (217), stirrup four (218) and stirrup five (219); the stirrup three (217) and stirrup four (218) are respectively located on both sides of the short stiffening rib (15) to constrain the concrete in the range from the upper part of the top surface of the embedded steel plate (23) on the side to the top reinforcement (221) of the composite beam; the stirrup five (219) is located on the upper part of the short stiffening rib (15), and the constraint range includes the top of the short stiffening rib (15) to the top reinforcement (221) of the composite beam.

7. The single ring plate hidden corbel beam-column connection node according to claim 1, characterized in that: When the chord length of the frame column (1) corresponding to the position of the composite beam top reinforcement (221) is less than 20 times the diameter of the beam top reinforcement, mechanical anchoring measures are adopted to strengthen the middle position of the composite beam top reinforcement (221).

8. The single ring plate hidden corbel beam-column connection node according to claim 1, characterized in that: The post-cast area (3) is an area within the width of the composite beam (2) enclosed by the end face of the composite beam (2), the pipe wall of the frame column (1), and the upper surface of the lower ring plate (11), or an area enclosed by two stiffening ribs (12) clamping the composite beam, the pipe wall of the frame column (1), and the upper surface of the lower ring plate (11); the post-cast area (3) is cast using high-fluidity concrete or grouting material.

9. The construction method of the single ring plate hidden corbel beam-column connection node according to any one of claims 1 to 8, characterized in that: The steps include: Step 1, completing the welding of the lower ring plate (11), the stiffening rib plate (12) and the pipe wall of the frame column (1) in the factory; Step 2, after the steel cage of the prefabricated part (21) of the composite beam is tied in the factory, the embedded steel plate (23) is welded to the bottom reinforcement (211) of the composite beam; Step 3, completing the casting of the prefabricated part (21) of the composite beam by supporting the formwork in the factory; Step 4, at the construction site, after the steel pipe is positioned, the composite beam (2) is positioned and hoisted into place, and the top reinforcement (221) of the composite beam is passed through the hole (13) of the frame column (1) and fixed; Step 5, welding the embedded steel plate (23) to the lower ring plate (11); Step 6, setting up the formwork, and completing the pouring of concrete in the aftercast area (3), the composite layer (22) of the composite beam (2), and the frame column (1).

10. The construction method of the single ring plate hidden corbel beam-column connection node according to claim 9, characterized in that: In the step 6, during the pouring process of the post-casting area (3), the stiffening rib plate (12) is used as a side formwork or a side formwork is independently supported for pouring.

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