A concrete column-steel beam connection device with a column cap node

Abstract

The utility model discloses a concrete column - steel beam connecting device of column cap node, including concrete column and the section steel column in the inside of concrete column, the section steel column upper end extends upwards and forms steel column extension section, and the column cap of longitudinal reinforcement welding with concrete column is equipped with on steel column extension section upper end, and the column cap circumferential with corresponding steel beam is connected, and is equipped with the pouring hole and the exhaust hole on the column cap. The utility model can effectively avoid the longitudinal reinforcement area of concrete column top, avoid the longitudinal reinforcement damage or cutting welding such as weakening node performance caused by forcibly bending, still possess concrete blanking and the physical passage of vibrating, ensure that the node core area concrete can fill and vibrating compact completely, prevent honeycomb, hole and other defects, improve the node integrity and long -term durability.

Description

Technical Field

[0001] This utility model relates to the field of building engineering technology, specifically to a concrete column-steel beam connection device with a column cap node. Background Technology

[0002] In modern construction engineering, the composite structural system of steel-reinforced concrete columns and steel beams has been widely used in high-rise and super high-rise buildings, large-span public buildings (such as stadiums and airport terminals), and industrial plants due to its excellent seismic performance, high load-bearing capacity, and ease of construction. The core node of this system typically involves pre-embedding steel columns within concrete columns and rigidly connecting precast steel beams to them via welding or high-strength bolts to effectively transfer vertical loads and horizontal forces. Especially in seismic fortification areas, a "strong column, weak beam" energy dissipation mechanism can be achieved through proper design. However, this traditional steel column-beam connection node has revealed two key technical challenges in construction practice, severely restricting its performance and construction efficiency.

[0003] First, the anchorage of the longitudinal reinforcing bars at the column top faces serious obstacles. Because the flanges and webs of the steel beams are directly located at the column top, their physical position directly obstructs the path for bending and anchoring the longitudinal reinforcing bars of the concrete column as required by specifications. This spatial conflict prevents the reinforcing bars from being effectively bent, often forcing them into bending (which easily damages the bars) or cutting them and then welding connecting plates – less than ideal measures. These remedial methods not only significantly increase construction difficulty and cost, but more importantly, they severely weaken the mechanical properties of the joint core area, especially seismic ductility and the reliability of reinforcing bar anchorage, posing a hidden danger to structural safety. Second, the quality of concrete pouring in the joint core area is difficult to guarantee. The steel beam webs extend deep into the column, forming an extremely complex spatial grid with the dense longitudinal reinforcement, stirrups, and the steel column itself. This greatly restricts the concrete pouring channel and flow space, making it almost impossible for vibrators to effectively penetrate the core area for thorough compaction. This directly leads to honeycomb, voids, and incomplete compaction defects in this critical area, seriously affecting the integrity, load-bearing capacity, and durability of the joint. Therefore, developing a new type of joint structure that can both ensure structural safety and effectively solve the difficulties of reinforcing bar bending and anchoring and concrete pouring has become an urgent technical requirement in engineering practice. Utility Model Content

[0004] The purpose of this utility model is to provide a concrete column-steel beam connection device with a column cap node, which effectively avoids the longitudinal reinforcement area at the top of the concrete column, avoids damage to the longitudinal reinforcement caused by forced bending or cutting and welding, and thus avoids weakening the node performance. It also has a physical channel for concrete pouring and vibration, ensuring that the concrete in the core area of ​​the node can be fully filled and vibrated to ensure compaction, eliminating defects such as honeycomb and voids, and improving the integrity and long-term durability of the node.

[0005] To solve the above-mentioned technical problems, the present invention adopts the following solution:

[0006] A concrete column-steel beam connection device with a column cap node includes a concrete column and a steel column located inside the concrete column. The upper end of the steel column extends upward to form a steel column extension section. A column cap welded to the longitudinal reinforcing bars of the concrete column is fitted on the upper end of the steel column extension section. The column cap is circumferentially connected to the corresponding steel beam. The column cap is provided with a pouring hole and a venting hole.

[0007] In this scheme, the connection device moves the core area of ​​the node to the outside of the concrete column. The steel column extends vertically upward beyond the top surface of the concrete column to form a steel column extension section, creating a stress transfer area independent of the concrete column. The cross-sectional dimensions of the steel column extension section are consistent with the original steel column, effectively avoiding the anchorage area of ​​the longitudinal reinforcement at the top of the concrete column. The column cap is then connected to the steel column extension section, and the column cap is welded and fixed to the longitudinal reinforcement inside the concrete column. By setting the extension section of the steel column, the longitudinal reinforcement area at the top of the concrete column can be effectively avoided, so that the longitudinal reinforcement can achieve the anchorage required by the specification without forced bending or cutting and welding. This avoids the weakening of the node performance caused by damage to the longitudinal reinforcement, significantly improves the stress transfer efficiency of the longitudinal reinforcement and the seismic ductility of the node, and ensures that the anchorage reliability meets the requirements of complex load conditions. After the column cap is firmly connected, a template is set on the outside of the column cap, and concrete is poured through the pouring hole. During pouring, the internal gas is discharged from the vent hole. After the concrete is poured, the column cap is circumferentially connected to the corresponding steel beam, realizing the connection between the concrete column and the steel beam.

[0008] Optionally, the column cap includes a first horizontal stiffening plate, a second horizontal stiffening plate, a first vertical stiffening plate, and a stiffening assembly located between the first horizontal stiffening plate and the second horizontal stiffening plate. The first horizontal stiffening plate is located above the second horizontal stiffening plate. The second horizontal stiffening plate has an assembly cavity in the middle that allows the extension section of the steel column to pass through. The first vertical stiffening plate is disposed on the bottom surface of the second horizontal stiffening plate and welded around the circumference of the concrete column to form a cylindrical shape that fits the concrete column. The extension section of the steel column and the side wall of the assembly cavity form a pouring hole and an venting hole.

[0009] Optionally, the steel column extension is an I-beam, and the flange plate of the steel column extension is welded to the inner wall of the assembly cavity. The web plate, the flange plate, and the inner wall of the assembly cavity of the steel column extension form a casting hole and an exhaust hole opposite to the casting hole.

[0010] Optionally, the web of the extended section of the steel column forms a pouring channel connected to the pouring hole and an exhaust channel connected to the exhaust hole between one side and the corresponding first vertical stiffening plate.

[0011] Optionally, the length of the first vertical stiffening plate is less than the length of the steel column extension.

[0012] Optionally, the first vertical stiffening plate is provided in four pieces, and the four first vertical stiffening plates are connected end to end and welded into a rectangular cylindrical shape.

[0013] Optionally, the outer wall of the first vertical stiffening plate is welded to the longitudinal reinforcement of the concrete column, and the weld length is not less than five times the diameter of the longitudinal reinforcement.

[0014] Optionally, the stiffening assembly includes a second vertical stiffening plate and a third vertical stiffening plate. The second vertical stiffening plates are arranged in a cross shape with four plates. The third vertical stiffening plate is welded to both sides of the second vertical stiffening plate. The upper and lower ends of the second and third vertical stiffening plates are respectively welded to the first and second horizontal stiffening plates.

[0015] Optionally, one side of the second vertical stiffening plate is welded to the web of the steel column extension section, and the other side is connected to the web of the steel beam. Two connecting plates are provided at the connection point, and the connecting plates are connected to the web of the steel beam and the second vertical stiffening plate by bolts.

[0016] Optionally, the first horizontal stiffening plate and the second horizontal stiffening plate have connecting ends distributed in a cross shape around their circumference, and the connecting ends are welded to the flange plate of the steel beam.

[0017] The beneficial effects of this utility model are:

[0018] 1. By moving the core area of ​​the joint connecting the concrete column and the steel beam to the outside of the concrete column, the extension of the steel column completely avoids the anchorage area of ​​the longitudinal reinforcement at the top of the concrete column. Combined with the direct welding of the column cap and the longitudinal reinforcement, the spatial obstruction of the steel beam to the bending of the longitudinal reinforcement is fundamentally eliminated. This allows the longitudinal reinforcement to achieve the anchorage required by the specification without forced bending or cutting and welding, avoiding the weakening of the joint performance caused by damage to the longitudinal reinforcement. It significantly improves the stress transfer efficiency of the longitudinal reinforcement and the seismic ductility of the joint, ensuring that the anchorage reliability meets the requirements of complex load conditions.

[0019] 2. The column cap added to the top of the concrete column, together with the open space formed by the upward movement of the core area of ​​the node, completely breaks through the problem of cavity blockage caused by the steel beam division and the interlacing of steel bars and steel sections in traditional nodes. It provides sufficient operating space for concrete pouring and vibration, ensuring that the concrete in the core area of ​​the node can be fully filled and vibrated to a dense compaction, effectively eliminating defects such as honeycomb and voids, and significantly improving the integrity and long-term durability of the node.

[0020] 3. The multi-deformation design of the horizontal stiffening plate can flexibly adjust the number of sides and size according to the layout of the building beam system, without changing the core structure due to differences in steel beam arrangement. It is compatible with various complex beam systems such as cross-shaped and grid-shaped beams, and meets the functional requirements of different building structures.

[0021] 4. When connecting the column cap to the steel beam, a hybrid connection node of "welding + bolt" is adopted to reduce the amount of on-site high-altitude welding work and simplify the construction process. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the structure of this utility model;

[0023] Figure 2 This is a three-dimensional structural diagram of the present invention after being connected to a steel beam;

[0024] Figure 3 This is a schematic diagram of the cross-sectional structure after the concrete has been poured.

[0025] Figure 4 This is a schematic diagram of the assembly cavity on the second horizontal stiffening plate.

[0026] Figure 5 This is a schematic diagram of the structure after the second horizontal stiffening plate is connected to the extension section of the steel column;

[0027] Figure 6 This is a schematic diagram of the assembled three-dimensional structure of the second vertical stiffening plate, the third vertical stiffening plate, and the second horizontal stiffening plate;

[0028] Figure 7 This is a schematic diagram showing the distribution of longitudinal reinforcement bars in concrete;

[0029] Figure 8 This is a schematic diagram showing that the two sides of the steel column extension directly form pouring holes and venting holes with the assembly cavity.

[0030] Reference numerals: 1-First horizontal stiffening plate, 2-Steel beam, 201-Flange plate two, 202-Web plate two, 3-Second vertical stiffening plate, 4-Second horizontal stiffening plate, 5-Third vertical stiffening plate, 6-Steel column extension, 601-Web plate one, 602-Flange plate one, 7-First vertical stiffening plate, 8-Connecting plate, 9-Bolt, 10-Assembly cavity, 11-Connecting end, 12-Pouring hole, 121-Pouring channel, 13-Vent hole, 131-Vent channel, 14-Concrete column, 15-Longitudinal reinforcement, 16-Side formwork, 17-Bottom formwork. Detailed Implementation

[0031] The present invention will be further described in detail below with reference to the embodiments and accompanying drawings, but the implementation of the present invention is not limited thereto.

[0032] In the description of this utility model, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "longitudinal", "lateral", "horizontal", "inner", "outer", "front", "rear", "top", "bottom", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship commonly used when the utility model product is in use. They are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this utility model.

[0033] In the description of this utility model, it should also be noted that, unless otherwise explicitly specified and limited, the terms "set up," "have," "install," "connect," and "connect" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this utility model based on the specific circumstances.

[0034] Example

[0035] A concrete column 14-steel beam 2 connection device with a column cap node includes a concrete column 14 and a steel column located inside the concrete column 14. The upper end of the steel column extends upward to form a steel column extension section 6. The upper end of the steel column extension section 6 is fitted with a column cap that is welded to the longitudinal reinforcing bars 15 of the concrete column 14. The column cap is circumferentially connected to the corresponding steel beam 2. The column cap is provided with a pouring hole 12 and a vent hole 13.

[0036] In this embodiment, as Figure 1 and Figure 2As shown, this connection device moves the core area of ​​the node to the outside of the concrete column 14. The steel column extends vertically upward beyond the top surface of the concrete column 14 to form a steel column extension section 6, creating a stress transfer area independent of the concrete column 14. The cross-sectional dimensions of the steel column extension section 6 are consistent with the original steel column, effectively avoiding the anchorage area of ​​the top longitudinal reinforcement of the concrete column 14. The column cap is then connected to the steel column extension section 6, and the column cap is welded and fixed to the longitudinal reinforcement 15 inside the concrete column 14. By setting an extension section for the steel column, the longitudinal reinforcement 15 at the top of the concrete column 14 can be effectively avoided. The region allows the longitudinal reinforcement 15 to achieve the anchorage required by the specification without forced bending or cutting and welding, avoiding the weakening of the joint performance caused by damage to the longitudinal reinforcement 15, significantly improving the stress transfer efficiency and seismic ductility of the joint, and ensuring that the anchorage reliability meets the requirements of complex load conditions. After the column cap is firmly connected, a template is set on the outside of the column cap, and concrete is poured through the pouring hole 12. During pouring, the internal gas is discharged from the vent hole 13. After the concrete is poured, the column cap is circumferentially connected to the corresponding steel beam 2, realizing the connection between the concrete column 14 and the steel beam 2.

[0037] Furthermore, the column cap includes a first horizontal stiffening plate 1, a second horizontal stiffening plate 4, a first vertical stiffening plate 7, and a stiffening assembly located between the first horizontal stiffening plate 1 and the second horizontal stiffening plate 4. The first horizontal stiffening plate 1 is located above the second horizontal stiffening plate 4. The second horizontal stiffening plate 4 has an assembly cavity 10 in the middle that allows the steel column extension section 6 to pass through. The first vertical stiffening plate 7 is disposed on the bottom surface of the second horizontal stiffening plate 4 and is welded around the concrete column 14 in a cylindrical shape that fits the concrete column 14. The steel column extension section 6 and the side wall of the assembly cavity 10 form a pouring hole 12 and an exhaust hole 13.

[0038] Furthermore, the steel column extension 6 is an I-beam, and the flange plate 602 of the steel column extension 6 is welded to the inner wall of the assembly cavity 10. The web plate 601, the flange plate 602 of the steel column extension 6 and the inner wall of the assembly cavity 10 form a casting hole 12 and an exhaust hole 13 opposite to the casting hole 12.

[0039] Specifically, such as Figure 8 As shown, the pouring hole 12 and the vent hole 13 can be directly formed by the two sides of the steel column extension 6 and the inner wall of the assembly cavity 10, as shown. Figure 5 and Figure 6 As shown, a steel plate can also be welded onto the extension section 6 of the steel column, with a casting hole 12 and a vent hole 13 made on the steel plate.

[0040] Furthermore, the web plate 601 of the steel column extension section 6 forms a pouring channel 121 connected to the pouring hole 12 and an exhaust channel 131 connected to the exhaust hole 13 between the two sides of the web plate 601 and the corresponding first vertical stiffening plate 7.

[0041] Specifically, the first horizontal stiffening plate 1 and the second horizontal stiffening plate 4 are identical in size and shape, employing a cross shape. The stiffening assembly is welded between the first horizontal stiffening plate 1 and the second horizontal stiffening plate 4 to improve the overall anchoring performance of the column cap. The second horizontal stiffening plate 4 is parallel to the first horizontal stiffening plate 1, and is located below the first horizontal stiffening plate 1, as shown below. Figure 4 As shown, a rectangular assembly cavity 10 adapted to the steel column extension section 6 is provided in the middle of the second horizontal stiffening plate 4. During installation, the upper end of the steel column extension section 6 is inserted into the assembly cavity 10, and the upper end of the steel column extension section 6 is flush with the top surface of the second horizontal stiffening plate 4. The steel column extension section 6 is welded and fixed to the inner wall of the assembly cavity 10. At the same time, a first vertical stiffening plate 7 is welded to the bottom surface of the second horizontal stiffening plate 4. There are four first vertical stiffening plates 7, which surround the circumference of the steel column extension section 6 to form a shape with the same size as the assembly cavity 10. The rectangular cylindrical shape is fixed by welding the inner wall of the first vertical stiffening plate 7 to the ends of the two flange plates 602 of the steel column extension section 6. Since the steel column extension section 6 is I-shaped, its web plate 601 and the inner wall of the assembly cavity 10 form opposing pouring holes 12 and venting holes 13. It forms a pouring channel 121 connected to the pouring hole 12 and an venting channel 131 connected to the venting hole 13 between itself and the first vertical stiffening plate 7. After the outer template is set, concrete can be poured from the pouring hole 12 inward.

[0042] Furthermore, the length of the first vertical stiffening plate 7 is less than the length of the steel column extension 6.

[0043] Specifically, such as Figure 1 As shown, the length of the first vertical stiffening plate 7 is less than the length of the steel column extension section 6, so that the concrete can be output from the pouring channel 121 and spread to the surrounding area. It is equivalent to a hollow area below the first vertical stiffening plate 7, forming a discharge port to facilitate the output of concrete.

[0044] Furthermore, there are four first vertical stiffening plates 7, which are connected end to end and welded into a rectangular cylindrical shape.

[0045] Furthermore, the outer wall of the first vertical stiffening plate 7 is welded to the longitudinal reinforcement 15 of the concrete column 14, and the weld length is not less than five times the diameter of the longitudinal reinforcement 15.

[0046] Furthermore, the stiffening assembly includes a second vertical stiffening plate 3 and a third vertical stiffening plate 5. The second vertical stiffening plates 3 are arranged in a cross shape with four plates. The third vertical stiffening plates 5 are welded to both sides of the second vertical stiffening plates 3. The upper and lower ends of the second vertical stiffening plates 3 and the third vertical stiffening plates 5 are respectively welded to the first horizontal stiffening plate 1 and the second horizontal stiffening plate 4.

[0047] Furthermore, one side of the second vertical stiffening plate 3 is welded to the web plate 601 of the steel column extension section 6, and the other side is connected to the web plate 601 of the steel beam 2. Two connecting plates 8 are provided at the connection point. The connecting plates 8 are connected to the web plate 202 of the steel beam 2 and the second vertical stiffening plate 3 by bolts 9.

[0048] Furthermore, the first horizontal stiffening plate 1 and the second horizontal stiffening plate 4 are provided with connecting ends 11 in a cross shape around the circumference, and the connecting ends 11 are welded to the flange plate 201 of the steel beam 2.

[0049] Specifically, the steel column extends vertically upward beyond the top surface of the concrete column 14 to form a steel column extension section 6, creating a stress transfer area independent of the concrete column 14, effectively avoiding the anchorage area of ​​the top longitudinal reinforcement of the concrete column 14; a second horizontal stiffening plate 4 with a polygonal structure is welded to the top of the steel column extension section 6. The sides of the second horizontal stiffening plate 4 corresponding to the positions of the steel beams 2 in each direction extend outward to form connecting ends 11, which are welded to the flange plates 201 above the corresponding steel beams 2. The other sides that do not correspond to the steel beams 2 do not extend outward. A first horizontal stiffening plate 1 is set above the second horizontal stiffening plate 4. The thickness and planar dimensions of the first horizontal stiffening plate 1 are the same as those of the second horizontal stiffening plate 4, and the first horizontal stiffening plate 1 is connected to the flange plates 201 below the steel beams 2; Figure 5 and Figure 6 As shown, a second vertical stiffening plate 3 is respectively set between the first horizontal stiffening plate 1 and the second horizontal stiffening plate 4 according to the position of the steel beam 2. The upper and lower ends of the second vertical stiffening plate 3 are welded to the second horizontal stiffening plate 4 and the first horizontal stiffening plate 1, respectively. One side of the second vertical stiffening plate 3 is welded to the web plate 601 of the steel column extension section 6, and the other side is aligned with the web plate 202 of the steel beam 2. Two connecting plates 8 are set at the junction. The connecting plates 8 are connected to the web plate 202 of the steel beam 2 and the second vertical stiffening plate 3 by bolts 9, forming a hybrid connection node of "welding + bolt". At the same time, a third vertical stiffening plate 5 is symmetrically set on both sides of the second vertical stiffening plate 3. The height of the third vertical stiffening plate 5 extends to the first horizontal stiffening plate 1 and the second horizontal stiffening plate 4 and is welded to them, forming a lateral constraint on the second vertical stiffening plate 3 to prevent it from buckling under shear force.

[0050] In this embodiment, as Figure 1 and Figure 2As shown, after the second horizontal stiffening plate 4 is installed, side formwork 16 is set around the concrete column 14. The side formwork 16 is connected to the bottom surface of the second horizontal stiffening plate 4, and a bottom formwork 17 is set at the bottom end of the side formwork 16. The distance between the side formwork 16 and the side wall of the concrete column 14 is about 100mm. The side formwork 16 and the bottom formwork 17 enclose the steel column extension 6 and the first vertical stiffening plate 7. Concrete is poured into the box through the pouring hole 12 formed between the upper end of the I-shaped steel column extension 6 and the inner wall of the assembly cavity 10. The concrete is transported to the bottom through the pouring channel 121. Figure 7 As shown, since the longitudinal reinforcing bars 15 are spaced apart inside the concrete column 14, gaps can be formed between the longitudinal reinforcing bars 15 for concrete to pass through. Simultaneously, internal gas is discharged through the exhaust channels 131 and exhaust holes 13, ensuring normal concrete pouring until the concrete fills the area enclosed by the side formwork 16 and the bottom formwork 17. The concrete then encloses the steel column extension 6 and the exposed longitudinal reinforcing bars 15, connecting with the concrete column 14 below. Figure 3 As shown, after the concrete has solidified, the formwork can be removed for curing. The width of the poured concrete is about 100mm wider than the concrete column 14. This increases the bearing area of ​​the top of the concrete column 14, and the formwork base also needs to be about 100mm away from the outer wall of the concrete column 14, thus providing operating space for the initial concrete vibration. Subsequently, the second vertical stiffening plate 3, the third vertical stiffening plate 5, and the first horizontal stiffening plate 1 are installed and fixed. Finally, the connecting ends 11 of the first horizontal stiffening plate 1 and the second horizontal stiffening plate 4 are securely connected to the corresponding steel beam 2 using bolts 9 and welding.

[0051] The above description is merely a preferred embodiment of the present utility model and is not intended to limit the present utility model in any way. Any simple modifications, equivalent substitutions, and improvements made to the above embodiments based on the technical essence of the present utility model and within the spirit and principles of the present utility model shall still fall within the protection scope of the present utility model.

Claims

1. A concrete column-steel beam connection device with a column cap node, comprising a concrete column (14) and a steel column located inside the concrete column (14), characterized in that, The upper end of the steel column extends upward to form a steel column extension section (6). The upper end of the steel column extension section (6) is fitted with a column cap that is welded to the longitudinal steel bars (15) of the concrete column (14). The column cap is circumferentially connected to the corresponding steel beam (2). The column cap is provided with a pouring hole (12) and an exhaust hole (13).

2. The concrete column-steel beam connection device with column cap node according to claim 1, characterized in that, The column cap includes a first horizontal stiffening plate (1), a second horizontal stiffening plate (4), a first vertical stiffening plate (7), and a stiffening assembly located between the first horizontal stiffening plate (1) and the second horizontal stiffening plate (4). The first horizontal stiffening plate (1) is located above the second horizontal stiffening plate (4). The second horizontal stiffening plate (4) has an assembly cavity (10) in the middle that allows the steel column extension section (6) to pass through. The first vertical stiffening plate (7) is set on the bottom surface of the second horizontal stiffening plate (4) and welded around the concrete column (14) to form a cylindrical shape that fits the concrete column (14). The steel column extension section (6) and the side wall of the assembly cavity (10) form a pouring hole (12) and an exhaust hole (13).

3. A concrete column-steel beam connection device with a column cap node according to claim 2, characterized in that, The steel column extension section (6) is an I-beam. The flange plate (602) of the steel column extension section (6) is welded to the inner wall of the assembly cavity (10). The web plate (601), the flange plate (602) of the steel column extension section (6) and the inner wall of the assembly cavity (10) form a casting hole (12) and an exhaust hole (13) opposite to the casting hole (12).

4. A concrete column-steel beam connection device with a column cap node according to claim 2, characterized in that, The web of the steel column extension section (6) has a casting channel (121) connected to the casting hole (12) and an exhaust channel (131) connected to the exhaust hole (13) between the two sides of the web (601) and the corresponding first vertical stiffening plate (7).

5. A concrete column-steel beam connection device with a column cap node according to claim 4, characterized in that, The length of the first vertical stiffening plate (7) is less than the length of the steel column extension section (6).

6. A concrete column-steel beam connection device with a column cap node according to claim 2, characterized in that, The first vertical stiffening plate (7) is provided in four pieces, and the four first vertical stiffening plates (7) are connected end to end and welded into a rectangular cylindrical shape.

7. A concrete column-steel beam connection device with a column cap node according to claim 2, characterized in that, The outer wall of the first vertical stiffening plate (7) is welded to the longitudinal reinforcement (15) of the concrete column (14), and the weld length is not less than five times the diameter of the longitudinal reinforcement (15).

8. A concrete column-steel beam connection device with a column cap node according to claim 2, characterized in that, The stiffening assembly includes a second vertical stiffening plate (3) and a third vertical stiffening plate (5). The second vertical stiffening plate (3) consists of four plates arranged in a cross shape. The third vertical stiffening plate (5) is welded to both sides of the second vertical stiffening plate (3). The upper and lower ends of the second vertical stiffening plate (3) and the third vertical stiffening plate (5) are respectively welded to the first horizontal stiffening plate (1) and the second horizontal stiffening plate (4).

9. A concrete column-steel beam connection device with a column cap node according to claim 8, characterized in that, One side of the second vertical stiffening plate (3) is welded to the web plate one (601) of the steel column extension section (6), and the other side is connected to the web plate one (601) of the steel beam (2). Two connecting plates (8) are provided at the connection point. The connecting plates (8) are connected to the web plate two (202) of the steel beam (2) and the second vertical stiffening plate (3) by bolts (9).

10. A concrete column-steel beam connection device with a column cap node according to claim 8, characterized in that, The first horizontal stiffening plate (1) and the second horizontal stiffening plate (4) are circumferentially arranged in a cross shape with connecting ends (11), which are welded to the flange plate (201) of the steel beam (2).

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