Splitting and assembling structure of assembly type reinforced concrete column-steel beam mixed frame

Abstract

The utility model belongs to the technical field of concrete structures and combined structures, and particularly relates to a splitting and assembling structure of an assembly type reinforced concrete column-steel beam mixed frame. The joint and concrete column integrated prefabricated assembly is a factory integrated horizontal pouring prefabricated part, the prefabricated steel beam is a factory welding prefabricated part, and the joint and concrete column integrated prefabricated assembly is formed in the mode that the upper end and the lower end of a joint area are connected with concrete columns. Every two adjacent layers of nodes are connected with corresponding concrete columns of the concrete column prefabricated assembly through grouting sleeves, and the prefabricated steel beams are connected with the overhanging short beams through high-strength bolts. According to the splitting and assembling structure, the concrete columns and the joints do not need to be manufactured separately, the number of prefabricated components is reduced, the field assembling workload and construction difficulty of the components are reduced, the assembling efficiency of the whole structure is improved, and the construction superiority of the system is brought into full play.

Description

Technical Field

[0001] The utility model belongs to the technical field of concrete structures and combined structures, and in particular relates to a split and assembled structure of an assembled reinforced concrete column-steel beam mixed frame. Background Art

[0002] The reinforced concrete column-steel beam hybrid structure system has been increasingly used in domestic public construction projects in recent years due to its good mechanical properties and construction performance. The reinforced concrete column-steel beam structure usually adopts the prefabricated assembly construction method. The concrete columns and steel beams in the structure can be prefabricated in the factory and then transported to the site for assembly, which reduces the on-site workload and shortens the construction period, meeting the development needs of my country's building industrialization.

[0003] The efficiency of on-site assembly of reinforced concrete columns and steel beams is greatly affected by the form of structural splitting. Existing methods usually split the system into concrete columns, steel beams and node areas, which are manufactured and assembled separately. This splitting form can form different assembly methods, including cast-in-place column-cast-in-place node type, precast column-cast-in-place node type and precast column-precast node type. The cast-in-place column-cast-in-place node type is to prefabricate the steel beams and the steel parts of the node area in the factory, and tie the column reinforcement cage on the construction site. After the steel parts of the node area are hoisted in place on site, the reinforcement formwork is arranged and the concrete of the column and node area is poured. The precast column-cast-in-place node type is based on the cast-in-place column-cast-in-place node, and the concrete column becomes prefabricated in the factory. The upper and lower concrete columns are connected by grouting sleeves on the construction site, and the concrete of the node area is still poured on site. The precast column-precast node type is that after the steel parts of the node area are manufactured, they are transported to the concrete prefabricated component factory, and the corrugated sleeves are pre-buried in the node area and concrete is poured to form a prefabricated node. On site, the reserved steel bars at the end faces of the concrete columns are passed through the corrugated sleeves in the node areas, followed by grouting to connect the nodes and concrete columns.

[0004] It can be seen that the above three splitting and assembling methods all require wet operations such as pouring or grouting at the nodes on site, which fails to maximize the advantages of the assembled construction of reinforced concrete columns and steel beams. The reason is that the splitting form of the concrete column-steel beam system into concrete columns, steel beams and node areas has limitations. Based on the existing shortcomings, it is necessary to propose a splitting and assembling form that is more conducive to prefabrication and construction. Utility Model Content

[0005] Based on the existing deficiencies in the art, the purpose of the utility model is to provide a disassembly and assembly structure of an assembled reinforced concrete column-steel beam hybrid frame, which is conducive to improving the construction efficiency of the structure. The structural system is divided into nodes and prefabricated concrete column components and prefabricated steel beams, and there is no need to make nodes and concrete columns separately, which improves the efficiency of factory prefabrication and on-site assembly.

[0006] The technical solution of the utility model is:

[0007] A split and assembled structure of an assembled reinforced concrete column-steel beam hybrid frame, the structure is split into two parts: a prefabricated component integrated with nodes and concrete columns and a prefabricated steel beam: the prefabricated component integrated with nodes and concrete columns is a factory-integrated horizontally cast prefabricated part, the prefabricated steel beam is a factory-welded prefabricated part, the prefabricated component integrated with nodes and concrete columns connects concrete columns at the upper and lower ends of the node area, the corresponding concrete columns of two adjacent layers of node and concrete column prefabricated components are connected by grouting sleeves, and the prefabricated steel beam and the outrigger short beam are connected by high-strength bolts.

[0008] The construction and assembly forms of the assembled reinforced concrete column-steel beam hybrid frame include: splicing between two adjacent layer nodes and corresponding concrete columns of the concrete column prefabricated components, and splicing between the prefabricated steel beam and the outrigger short beam.

[0009] The split and assembled structure of the prefabricated reinforced concrete column-steel beam hybrid frame adopts a node area steel structure in the form of a column full-section partition. The node area steel structure includes an upper partition, a lower partition and an outwardly extending short beam. The outwardly extending short beam is located on the periphery of the upper partition and the lower partition arranged relatively parallel to each other.

[0010] The split assembly structure of the assembled reinforced concrete column-steel beam hybrid frame has avoidance holes on the upper and lower partitions according to the positions of the longitudinal reinforcements, and concrete pouring holes are opened in the centers of the upper and lower partitions.

[0011] The described disassembled and assembled structure of the prefabricated reinforced concrete column-steel beam hybrid frame, each outwardly extending short beam has an upper flange and a lower flange symmetrically arranged on the upper and lower sides of the web, the upper partition and the upper flange are an integral structure connected in the horizontal direction, the lower partition and the lower flange are an integral structure connected in the horizontal direction, bolt connection holes are provided on the upper flange, the lower flange and the web, and high-strength bolts are respectively connected to the corresponding upper and lower flanges and webs of the prefabricated steel beams through the bolt connection holes.

[0012] The disassembled and assembled structure of the assembled reinforced concrete column-steel beam hybrid frame, the nodes and the prefabricated components of the concrete columns are single-layer components or components with more than two layers: the single-layer components include an upper concrete column, a node area and a lower concrete column, the upper and lower ends of the node area are respectively connected to the upper concrete column and the lower concrete column, the upper and lower nodes and the corresponding concrete columns of the prefabricated components of the concrete columns are connected by grouting sleeves, and the prefabricated steel beams and the outrigger short beams are connected by high-strength bolts; the components with more than two layers include an upper concrete column, a node area, an intermediate concrete column and a lower concrete column, the adjacent upper concrete columns, the intermediate concrete columns and the lower concrete columns are respectively connected to the upper and lower ends of the node area, the adjacent two layers of nodes and the corresponding concrete columns of the prefabricated components of the concrete columns are connected by grouting sleeves, and the prefabricated steel beams and the outrigger short beams are connected by high-strength bolts.

[0013] In the split assembly structure of the assembled reinforced concrete column-steel beam hybrid frame, the concrete column splicing method of the adjacent two-layer nodes and the concrete column prefabricated components is sleeve grouting connection. According to the arrangement direction and position of the grouting sleeves of the nodes and the concrete column prefabricated components, the forward sleeve grouting connection or the reverse sleeve grouting connection is selected.

[0014] The split assembly structure of the assembled reinforced concrete column-steel beam hybrid frame has a forward sleeve grouting connection method as follows: a grouting sleeve is pre-embedded in the lower end face of the lower concrete column of the upper node and the concrete column prefabricated component, longitudinal reinforcement extends from the upper end face of the upper concrete column of the lower node and the concrete column prefabricated component, and the longitudinal reinforcement of the lower node and the concrete column prefabricated component is inserted into the grouting sleeve of the upper node and the concrete column prefabricated component, and the upper and lower nodes and the concrete column prefabricated components are connected by injecting grouting material into the grouting sleeve and the joints.

[0015] The split assembly structure of the assembled reinforced concrete column-steel beam hybrid frame has a reverse sleeve grouting connection method as follows: longitudinal reinforcement is extended from the lower end surface of the lower concrete column of the upper node and the concrete column prefabricated component, a grouting sleeve is pre-embedded in the upper end surface of the upper concrete column of the lower node and the concrete column prefabricated component, the longitudinal reinforcement of the upper node and the concrete column prefabricated component is inserted into the grouting sleeve of the lower node and the concrete column prefabricated component, and the upper and lower nodes and the concrete column prefabricated components are connected by injecting grouting material into the grouting sleeve and the joints.

[0016] The split assembly structure of the assembled reinforced concrete column-steel beam hybrid frame has a node and an upper concrete column length of the concrete column prefabricated assembly of 0.5 to 1.5 meters.

[0017] The design idea of ​​the utility model is:

[0018] The utility model proposes a split assembly structure of an assembled reinforced concrete column-steel beam hybrid frame, which splits the structural system into two types of components: prefabricated components integrated with nodes and columns and prefabricated steel beams. The prefabricated components of nodes and concrete columns can be split into single-layer components or multi-layer components, such as two-layer or three-layer components, according to construction needs. Single-layer components are light in weight and have good stability in hoisting and on-site assembly. The production and assembly efficiency of multi-layer components is high, and the amount of on-site grouting work is small. The prefabricated components of nodes and concrete columns are formed by integrated horizontal casting in the factory, and the prefabricated steel beams are welded and formed in the factory.

[0019] In order to support the split assembly structure of the utility model, it is necessary to realize the integrated horizontal casting of the node and the prefabricated concrete column components in the factory, so the node adopts the form of a column full-section partition. The prefabricated steel parts in the node area include upper and lower partitions and an outward-extending short beam. There is no vertical steel plate in the node area, which can ensure that the space is unobstructed during horizontal casting. Bolt connection holes are opened on the flanges and webs of the end of the outward-extending short beam and the prefabricated steel beam. The completed node area steel parts are suspended on a special steel pedestal, the steel cage is tied, and the grouting sleeve is arranged on the end face of the column. The node and column concrete are cast horizontally to form an integrated prefabricated component.

[0020] The splicing method of the node and the prefabricated concrete column components at the construction site is sleeve grouting connection. According to the arrangement direction and position of the sleeve of the prefabricated component, the forward sleeve grouting connection or the reverse sleeve grouting connection can be selected. The forward sleeve grouting connection method is that the steel bar at the upper concrete column end extends out, and the grouting sleeve is pre-embedded at the lower concrete column end. During construction, the upper node and the prefabricated concrete column components are first hoisted and fixed, and then pressure grouting is connected; the reverse sleeve grouting connection method is that the grouting sleeve is pre-embedded at the upper concrete column end, and the steel bar at the lower concrete column end extends out. The grouting material is first injected on site, and then the upper node and the prefabricated concrete column components are hoisted, and the steel bar is dropped into the sleeve for connection.

[0021] The steel beams in the structural system are assembled and connected with high-strength bolts. The prefabricated steel beams are hoisted to the vicinity of the extended short beams, and the loose connection operation is first performed. The extended short beams and prefabricated steel beams are connected with high-strength bolts and connection plates. At this time, the bolts are not fully tightened. After fine-tuning the steel beam position to meet the design requirements, the target torque is applied to the bolts to complete the final connection.

[0022] The utility model proposes a split assembly structure of an assembled reinforced concrete column-steel beam hybrid frame. Compared with the existing form, the utility model has the following advantages:

[0023] 1. The frame body of the utility model is split into two components: prefabricated components integrated with nodes and columns and prefabricated steel beams. The assembly connection forms include grouting sleeve connection of concrete columns and bolt connection of prefabricated steel beams and outrigger short beams. This split assembly structure minimizes the number of prefabricated components, minimizes on-site work, and maximizes production and assembly efficiency.

[0024] 2. The prefabricated components of the utility model with integrated nodes and columns can be flexibly split according to construction conditions. The prefabricated components can be single-layer components with light weight and good on-site assembly stability; they can also be split into multi-layer components with high hoisting efficiency and fewer column joints.

[0025] 3. The assembly position of the prefabricated column of the utility model is located about one meter above the top surface of the node, which is convenient for using tool-type joint templates and workers to operate. The joint is far away from the column end with large bending moment, and the force performance is guaranteed.

[0026] 4. The grouting connection method between prefabricated columns of the utility model can be flexibly selected according to the sleeve arrangement plan. When the steel bars at the upper concrete column end extend out, the upper concrete column is first hoisted and fixed during construction, and then pressure grouting is performed to connect, which is convenient for column fixation and joint formwork, and the grouting causes little disturbance to the slurry. When the grouting sleeve is pre-embedded at the upper concrete column end, the grouting material is first injected on site, and then the upper node and the prefabricated concrete column assembly are hoisted and fixed. The grouting operation is simple and the quality is easy to ensure. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1-Figure 3 This is a schematic diagram of the disassembly and assembly structure of the assembled reinforced concrete column-steel beam structure proposed in the utility model. Figure 1 For a single-layer component, Figure 2 It is a two-layer component. Figure 3 It is a three-layer component.

[0028] Figure 4 Schematic diagram of the steel parts in the full-section diaphragm node area of ​​the column.

[0029] Figure 5-Figure 7 Prepare a schematic diagram for the factory of precast components of nodes and concrete columns. Figure 5 It is a single-layer prefabricated component. Figure 6 It is a two-layer prefabricated component. Figure 7 It is a three-layer prefabricated component.

[0030] Figure 8-Figure 9 This is a schematic diagram of different on-site assembly forms of columns. Figure 8 The longitudinal reinforcement is extended from the end face of the upper concrete column, and the grouting sleeve is pre-embedded on the end face of the lower concrete column; Fig. 9 The grouting sleeve is pre-embedded in the end face of the upper concrete column, and the longitudinal reinforcement of the end face of the lower concrete column extends out.

[0031] Figure 10-11 This is a schematic diagram of the steel beam assembly form. Fig.10 Before assembly, Fig.11 After assembly.

[0032] Fig.12 The existing reinforced concrete column-steel beam structure is disassembled and assembled. (b) is an enlarged view of the dotted part in (a).

[0033] In the figure, 1 is a single-layer component, 2 is a prefabricated steel beam, 3 is an upper concrete column, 4 is a node area, 5 is a lower concrete column, 6 is an outward-extending short beam, 7 is a two-layer component, 8 is a three-layer component, 9 is an intermediate concrete column, 10 is a node area steel part, 11 is an upper partition, 12 is a avoidance hole, 13 is a concrete pouring hole, 14 is a bolt connection hole, 15 is a steel pedestal, 16 is a steel cage, 17 is a grouting sleeve, 18 is a longitudinal reinforcement, 19 is a high-strength bolt, 20 is a connecting plate, 21 is a cast-in-place column - a cast-in-place node type, 22 is a prefabricated column - a cast-in-place node type, 23 is a prefabricated column - a prefabricated node type, 24 is a concrete column, 25 is a corrugated sleeve, 26 is a lower partition, 27 is an upper flange, 28 is a lower flange, and 29 is a web. DETAILED DESCRIPTION

[0034] The utility model is further described below in conjunction with the accompanying drawings, but it should not be understood that the above subject scope of the utility model is limited to the following embodiments. Without departing from the above technical ideas of the utility model, various substitutions and changes are made according to common technical knowledge and conventional means in the field, which should be included in the protection scope of the utility model.

[0035] like Figure 1-Figure 3 As shown, the schematic diagram of the split assembly structure of the assembled reinforced concrete column-steel beam structure proposed by the utility model, the structural system is split into two parts: the node and concrete column prefabricated components and the prefabricated steel beam 2. The node and concrete column integrated prefabricated components are the upper and lower ends of the node area connecting the concrete columns. The node and concrete column prefabricated components are factory-integrated horizontal casting prefabricated parts, and the prefabricated steel beam 2 is a factory-welded prefabricated part. The construction assembly form is the splicing between the upper and lower prefabricated columns and the splicing between the prefabricated steel beam and the outrigger short beam. This method can complete the assembly of all parts of the overall frame, with the least number of prefabricated components, the least number of joints, and high assembly efficiency.

[0036] The node and concrete column prefabricated components can be single-layer components 1( Figure 1 ), including an upper concrete column 3, a node area 4 and a lower concrete column 5, the upper and lower ends of the node area 4 are respectively connected to the upper concrete column 3 and the lower concrete column 5. During on-site assembly, the upper and lower nodes are connected to the corresponding concrete columns of the concrete column prefabricated components through grouting sleeves, and the prefabricated steel beam 2 and the extended short beam 6 are connected by high-strength bolts (performance level above 8.8), including upper and lower flange connections and web connections. Bolt connections can maximize the efficiency of on-site assembly.

[0037] The node and concrete column prefabricated components can also be split into multi-layer components, such as: two-layer components 7 or three-layer components 8 ( Figure 2 or Figure 3). The multi-layer assembly includes an upper concrete column 3, a node area 4, an intermediate concrete column 9 and a lower concrete column 5, and the connection method is the same as that of the single-layer assembly. The adjacent upper concrete columns 3, intermediate concrete columns 9 and lower concrete columns 5 are respectively connected to the upper and lower ends of the node area 4. During on-site assembly, the corresponding concrete columns of the two adjacent layers of nodes and concrete column prefabricated assemblies are connected by grouting sleeves, and the prefabricated steel beam 2 and the extended short beam 6 are connected by high-strength bolts, including upper and lower flange connections and web connections. The bolt connection can maximize the assembly efficiency on the construction site.

[0038] In order to realize the integrated horizontal pouring of nodes and prefabricated concrete column components, the node area adopts Figure 4 The node area steel member 10 in the form of a full-section diaphragm of the column shown. The node area steel member 10 includes an upper diaphragm 11, a lower diaphragm 26 and an outward short beam 6, and the outward short beam 6 is located outside the upper diaphragm 11 and the lower diaphragm 26 which are arranged relatively parallel to each other. There are no other vertical steel plates in the node area steel member 10, which can ensure that the space is unobstructed when pouring concrete laterally. The upper diaphragm 11 and the lower diaphragm 26 are provided with avoidance holes 12 according to the position of the longitudinal reinforcement, and the upper diaphragm 11 and the lower diaphragm 26 are provided with concrete pouring holes 13 in the center. Each of the outwardly extending short beams 6 has an upper flange 27 and a lower flange 28 symmetrically arranged on the upper and lower sides of the web 29. The upper partition 11 and the upper flange 27 are an integral structure connected in the horizontal direction, and the lower partition 26 and the lower flange 28 are an integral structure connected in the horizontal direction. Bolt connection holes 14 are provided on the upper flange 27, the lower flange 28 and the web 29, and high-strength bolts 19 are respectively connected to the corresponding upper and lower flanges and webs of the prefabricated steel beam 2 through the bolt connection holes 14.

[0039] like Figure 5-Figure 7 As shown in the figure, the schematic diagram of the factory production of node and concrete column prefabricated components. The processed node area steel parts 10 are lifted to the air using a steel pedestal 15, and after the steel cage 16 is tied, the templates are arranged around. A grouting sleeve 17 is arranged on one side of the end templates on both sides, and the longitudinal reinforcement 18 is extended out of the end template on the other side. Finally, the concrete is poured horizontally to obtain the node and concrete column prefabricated components. This production process can be used to produce single-layer prefabricated components ( Figure 5 ), light weight, good stability for on-site assembly; can also be used for multi-layer bamboo prefabricated components, such as: two-layer bamboo prefabricated components or three-layer bamboo prefabricated components ( Figure 6 or Figure 7 ), high lifting efficiency, fewer connection seams, and less on-site work.

[0040] like Figure 8-Figure 9 As shown in the figure, there are schematic diagrams of different assembly forms of columns. The splicing method of the concrete columns of the two adjacent layers of nodes and the concrete column prefabricated components at the construction site is sleeve grouting connection. According to the arrangement direction and position of the protruding steel bars and grouting sleeves at both ends of the nodes and the concrete column prefabricated components, the forward sleeve grouting connection or the reverse sleeve grouting connection can be selected.

[0041] like Figure 8 As shown, the forward sleeve grouting connection method is: in the node and concrete column prefabricated assembly, the lower end surface of the lower concrete column 5 of the upper node and concrete column prefabricated assembly is pre-embedded with a grouting sleeve 17, and the upper end surface of the upper concrete column 3 of the lower node and concrete column prefabricated assembly extends out with a longitudinal reinforcement 18. The upper node and concrete column prefabricated assembly is first hoisted and dropped, so that the grouting sleeve 17 of the upper node and concrete column prefabricated assembly is inserted into the longitudinal reinforcement 18 of the lower node and concrete column prefabricated assembly, and pressure grouting is performed into the grouting sleeve 17 and the joint to complete the connection between the upper and lower nodes and the concrete column prefabricated assembly. This form of grouting operation is simple and the grouting quality is easy to ensure.

[0042] like Fig. 9 As shown, the reverse sleeve grouting connection method is: in the node and concrete column prefabricated assembly, the lower end surface of the concrete column 5 of the upper node and concrete column prefabricated assembly extends out the longitudinal reinforcement 18, and the upper end surface of the concrete column 3 of the lower node and concrete column prefabricated assembly is pre-embedded with a grouting sleeve 17. The grouting material is first injected into the grouting sleeve 17, and then the upper node and concrete column prefabricated assembly is hoisted to make the longitudinal reinforcement 18 of the upper node and concrete column prefabricated assembly inserted into the grouting sleeve 17 of the lower node and concrete column prefabricated assembly and fixed, completing the connection between the upper and lower nodes and concrete column prefabricated assemblies. This form is convenient for column fixation and joint formwork, and the disturbance to the slurry is small after grouting.

[0043] like Figure 1-Figure 3 and Figure 8-Figure 9 As shown, the length of the upper concrete column 3 of the node and concrete column prefabricated assembly is about 0.5 to 1.5 meters, which is convenient for on-site workers to operate and use tool-type joint templates, and can prevent and reduce adverse conditions such as grouting. At the same time, the grouting joint is far away from the column end with large bending moment, and the strength of the joint is easy to ensure.

[0044] like Figure 10-11 As shown, it is a schematic diagram of the steel beam assembly form. Bolt connection holes 14 have been opened during the production process of the extended short beam 6 and the prefabricated steel beam 2. During on-site assembly, the prefabricated steel beam 2 is hoisted to the vicinity of the extended short beam 6, and the extended short beam 6 and the prefabricated steel beam 2 are connected using high-strength bolts 19 and connecting plates 20. Fine adjustments are made to make the position of the prefabricated steel beam 2 meet the design requirements, and then the target torque is applied to the high-strength bolts 19 to complete the final connection.

[0045] Comparative Example

[0046] like Fig.12As shown, the existing reinforced concrete column-steel beam structure is split and assembled, including cast-in-place column-cast-in-place node type 21, precast column-cast-in-place node type 22 and precast column-precast node type 23. The cast-in-place column-cast-in-place node type 21 is to tie the steel cage 16 on site and cast the concrete column. After removing the formwork, the node area steel parts 10 and steel beams 2 are installed, and the concrete in the node area is also cast on site; this form has a low assembly rate, a large amount of on-site formwork installation, and a cumbersome and time-consuming construction process. The precast column-cast-in-place node type 22 is to pre-fabricate the concrete column 24 in the factory, and the concrete in the node area is cast on site; this method improves the construction efficiency compared to the cast-in-place column-cast-in-place node method, but the node still needs to be cast on site. Prefabricated column-prefabricated node type 23 means that the concrete column 24 and the node area 4 are separately manufactured in the factory, and the corrugated sleeve 25 is pre-buried in the node area 4; during on-site installation, the longitudinal reinforcement 18 extends from the end face of the concrete column 24 and passes through the corrugated sleeve 25 in the node, and the corrugated sleeve 25 is grouted to achieve the connection between the column and the node; this form improves the assembly rate of the structure, but a single column on site requires two grouting connections, and the node and column are cast separately during factory prefabrication, which reduces the production efficiency. The nodes in the latter two forms cannot be cast at the same time as the columns in the factory. The reason is that there are many vertical steel plates (such as steel beam webs, column steel plates, etc.) in the node area steel parts of the existing node form, and the node area forms a space covered or closed by steel plates.

[0047] The implementation results show that the split assembly structure of the utility model does not need to separately produce the concrete columns and nodes, which reduces the number of prefabricated components, reduces the workload and construction difficulty of on-site assembly of components, improves the assembly efficiency of the overall structure, and gives full play to the construction superiority of the system.

Claims

1. A disassembly and assembly structure of a prefabricated reinforced concrete column-steel beam hybrid frame, characterized in that: The structure is divided into two parts: prefabricated components integrated with nodes and concrete columns and prefabricated steel beams. The prefabricated components integrated with nodes and concrete columns are factory-integrated horizontally cast prefabricated parts, and the prefabricated steel beams are factory-welded prefabricated parts. The prefabricated components integrated with nodes and concrete columns connect the concrete columns at the upper and lower ends of the node area. The corresponding concrete columns of the two adjacent layers of node and concrete column prefabricated components are connected by grouting sleeves, and the prefabricated steel beams and the outrigger short beams are connected by high-strength bolts.

2. The disassembly and assembly structure of the assembled reinforced concrete column-steel beam hybrid frame according to claim 1 is characterized in that: The construction and assembly forms of the structure include: splicing between the nodes of two adjacent floors and the corresponding concrete columns of the prefabricated concrete column components, and splicing between the prefabricated steel beams and the cantilevered short beams.

3. The disassembly and assembly structure of the assembled reinforced concrete column-steel beam hybrid frame according to claim 1 is characterized in that: The node area adopts a node area steel structure in the form of a column full-section diaphragm. The node area steel structure includes an upper diaphragm, a lower diaphragm and an outwardly extending short beam. The outwardly extending short beam is located outside the upper diaphragm and the lower diaphragm which are arranged relatively parallel to each other.

4. The disassembly and assembly structure of the assembled reinforced concrete column-steel beam hybrid frame according to claim 3 is characterized in that: Avoidance holes are opened on the upper partition and the lower partition according to the position of the longitudinal reinforcement, and concrete pouring holes are opened in the center of the upper partition and the lower partition.

5. The disassembly and assembly structure of the assembled reinforced concrete column-steel beam hybrid frame according to claim 3 is characterized in that: Each outrigger short beam has an upper flange and a lower flange symmetrically arranged on the upper and lower sides of the web. The upper partition and the upper flange are an integral structure connected in the horizontal direction, and the lower partition and the lower flange are an integral structure connected in the horizontal direction. Bolt connection holes are provided on the upper flange, the lower flange and the web, and high-strength bolts are respectively connected to the corresponding upper and lower flanges and webs of the prefabricated steel beams through the bolt connection holes.

6. The disassembly and assembly structure of the assembled reinforced concrete column-steel beam hybrid frame according to claim 1 is characterized in that: The prefabricated components of nodes and concrete columns are single-layer components or components with more than two layers: the single-layer components include upper concrete columns, node areas and lower concrete columns, the upper and lower ends of the node areas are respectively connected to the upper concrete columns and the lower concrete columns, the upper and lower nodes and the corresponding concrete columns of the prefabricated components of concrete columns are connected by grouting sleeves, and the prefabricated steel beams and the outrigger short beams are connected by high-strength bolts; the components with more than two layers include upper concrete columns, node areas, middle concrete columns and lower concrete columns, the adjacent upper concrete columns, middle concrete columns and lower concrete columns are respectively connected to the upper and lower ends of the node areas, the adjacent two layers of nodes and the corresponding concrete columns of the prefabricated components of concrete columns are connected by grouting sleeves, and the prefabricated steel beams and the outrigger short beams are connected by high-strength bolts.

7. The disassembly and assembly structure of the assembled reinforced concrete column-steel beam hybrid frame according to claim 6 is characterized in that: The splicing method of the concrete columns of the adjacent two-layer nodes and the concrete column prefabricated components is sleeve grouting connection. According to the arrangement direction and position of the grouting sleeves of the nodes and the concrete column prefabricated components, the forward sleeve grouting connection or the reverse sleeve grouting connection is selected.

8. The disassembly and assembly structure of the assembled reinforced concrete column-steel beam hybrid frame according to claim 7 is characterized in that: The forward sleeve grouting connection method is as follows: a grouting sleeve is pre-embedded in the lower end face of the lower concrete column of the upper node and the precast concrete column assembly, longitudinal reinforcement is extended from the upper end face of the upper concrete column of the lower node and the precast concrete column assembly, and the longitudinal reinforcement of the lower node and the precast concrete column assembly is inserted into the grouting sleeve of the upper node and the precast concrete column assembly, and the upper and lower nodes and the precast concrete column assembly are connected by injecting grouting material into the grouting sleeve and the joints.

9. The disassembly and assembly structure of the assembled reinforced concrete column-steel beam hybrid frame according to claim 7 is characterized in that: The reverse sleeve grouting connection method is: the longitudinal reinforcement is extended from the lower end face of the lower concrete column of the upper node and the concrete column prefabricated component, the grouting sleeve is pre-embedded on the upper end face of the upper concrete column of the lower node and the concrete column prefabricated component, the longitudinal reinforcement of the upper node and the concrete column prefabricated component is inserted into the grouting sleeve of the lower node and the concrete column prefabricated component, and the upper and lower nodes and the concrete column prefabricated components are connected by injecting grouting material into the grouting sleeve and the joints.

10. The disassembly and assembly structure of the assembled reinforced concrete column-steel beam hybrid frame according to claim 8 or 9, characterized in that: The length of the upper concrete column of the node and concrete column prefabricated assembly is 0.5 to 1.5 meters.

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