Anti-seismic constructional column steel bar flexible connecting structure

Abstract

The utility model discloses a kind of anti-seismic structural column steel bar flexible connection structure, it is related to steel bar flexible connection field, including multiple structural column steel bars, the structural column steel bar adopts HRB400E's screw thread steel bar, the diameter of the structural column steel bar is 12mm;This one anti-seismic structural column steel bar flexible connection structure, by the effect that structural column steel bar adopts HRB400E's screw thread steel bar, higher strength HRB400E steel bar, can withstand greater tension and pressure, not easy to fracture, can guarantee the structural integrity of structural column;Absorb and dissipate seismic energy, reduce the impact of earthquake on building, and the bending setting of planting steel bar, increase the connecting area between planting steel bar and connecting steel bar, improve the stability of connection, so that planting steel bar can better work with connecting steel bar and structural column steel bar, form an organic whole, can be adapted to the deformation of structure by deformation, simultaneously transmit seismic force to connecting steel bar and structural column steel bar, jointly resist earthquake action.

Description

Technical Field

[0001] This utility model relates to flexible connection technology for steel bars, specifically to a flexible connection structure for steel bars in earthquake-resistant structural columns. Background Technology

[0002] In the field of construction engineering, earthquakes, as a highly destructive natural disaster, pose a serious threat to the structural safety of buildings. Seismic-resistant structural columns, as a key component of the seismic resistance system of building structures, play a crucial role. They are typically installed within the walls of a building, forming a closed frame structure together with ring beams. This effectively restrains wall deformation, enhances the overall integrity and stability of the building, and improves its resistance to collapse under earthquake loads, thereby protecting lives and minimizing property damage.

[0003] In traditional structural column construction, reinforcing bars are typically welded or directly lapped. However, in high-intensity earthquake zones, rigid connections can easily lead to stress concentration, affecting seismic performance. Furthermore, conventional structural columns have fixed dimensions, while non-standard dimensions (such as 0.2m×0.3m, 0.2m×0.7m, etc.) are frequently encountered in actual engineering projects, making reinforcement placement difficult and affecting structural integrity. Existing rebar anchoring techniques suffer from insufficient drilling depth, incomplete hole cleaning, and uneven colloid filling, all of which affect anchorage strength. Therefore, a flexible connection structure for seismic-resistant structural column reinforcement is proposed. Utility Model Content

[0004] The purpose of this invention is to provide a flexible connection structure for the reinforcing bars of seismic-resistant structural columns. This addresses the problem that in traditional structural column construction, reinforcing bars are typically welded or directly lapped. However, in high-intensity earthquake zones, rigid connections can easily lead to stress concentration, affecting seismic performance. Furthermore, conventional structural columns have fixed dimensions, while non-standard dimensions are frequently encountered in actual engineering projects, making reinforcement placement difficult and affecting the overall structural integrity. Existing rebar anchoring techniques suffer from problems such as insufficient drilling depth, incomplete hole cleaning, and uneven colloid filling, all of which affect anchorage strength.

[0005] To achieve the above objectives, this utility model provides the following technical solution: a flexible connection structure for the reinforcing steel bars of an earthquake-resistant structural column, comprising:

[0006] Multiple structural column reinforcing bars, wherein the structural column reinforcing bars are HRB400E threaded steel bars and the diameter of the structural column reinforcing bars is 12mm;

[0007] Multiple connecting steel bars are used to connect multiple structural column steel bars. One end of each connecting steel bar is bent at an angle of 45 degrees.

[0008] Multiple reinforcing bars are connected to multiple structural column reinforcing bars. The top of the multiple reinforcing bars is bent, and the top of the multiple reinforcing bars is connected to the wall.

[0009] Furthermore, the two connecting steel bars are arranged in a surrounding manner with the structural column steel bars, and the multiple sets of connecting steel bars are arranged sequentially from top to bottom on the structural column steel bars, and the multiple sets of connecting steel bars are arranged in parallel from top to bottom on the structural column steel bars.

[0010] Furthermore, multiple of the aforementioned reinforcing bars are connected to the inner side of the connecting reinforcing bars.

[0011] Furthermore, the rebar is fixed to the wall using a post-anchoring method. A drilled hole with a diameter of 16mm is provided in the wall, which is larger than the diameter of the rebar. The insertion depth between the rebar and the wall is 150mm. The connection between the rebar and the wall is achieved by a backward injection method.

[0012] Furthermore, when the reinforcing bars are filled using the backward injection method, the injection should be stopped 5mm from the drilled hole.

[0013] Furthermore, the multiple connecting steel bars and the multiple anchoring steel bars are arranged vertically, and the connection between the multiple connecting steel bars and the multiple anchoring steel bars and the structural column steel bars is achieved by steel wire winding.

[0014] A construction method for a flexible connection structure for reinforced concrete columns in earthquake-resistant structural columns includes the following steps:

[0015] Step 1: Pre-fabricate the connecting steel bars, forming them in one go according to the designed bending angle (45 degrees). Repeated bending is strictly prohibited.

[0016] Step 2: Drill holes in the wall to locate them. The holes should be at least 50mm away from the edge of the structure. After drilling, clean the holes 3-4 times with an electric blower.

[0017] Step 3: Inject adhesive into the holes drilled in the wall to install the rebar. Use an adhesive injector to inject adhesive from the bottom of the hole back up until it is 5mm from the hole opening, then promptly screw in the rebar.

[0018] Step 4: Curing test. Do not disturb the rebar within 24 hours after installation. Conduct a pull-out test 3 days later. After passing the test, tie the structural column rebar.

[0019] Step 5: Lap splicing and binding. Multiple connecting steel bars and multiple anchor steel bars are lapped and bound to the structural column steel bars, with a lap length of 440mm.

[0020] Compared with the prior art, the present invention provides a flexible connection structure for the steel reinforcement of earthquake-resistant structural columns. The steel reinforcement of the structural columns uses HRB400E threaded steel bars. HRB400E steel bars have high strength and good ductility. The high strength enables them to withstand large tensile and compressive forces and are not easy to break under earthquake action, thus ensuring the structural integrity of the structural column. The good ductility enables the steel bars to produce large plastic deformation under stress, absorbing and dissipating earthquake energy and reducing the impact of earthquakes on buildings.

[0021] The 12mm diameter design meets the structural column stress requirements while facilitating construction. Overly thick steel bars would increase construction difficulty and cost, while overly thin steel bars might not provide sufficient load-bearing capacity. The 12mm diameter achieves a good balance between strength and ease of construction.

[0022] The design of bending one end of the connecting steel bar 2 at a 45-degree angle gives the connecting steel bar a certain degree of flexibility. During an earthquake, the structural column will undergo complex deformation. The bent part of the connecting steel bar can adapt to this deformation through its own elastic deformation, reducing stress concentration at the connection point and avoiding the breakage of the connecting steel bar or the structural column steel bar due to excessive stress, thereby improving the seismic performance of the connection structure.

[0023] Two connecting steel bars are arranged in a surrounding manner with the structural column steel bars. Multiple sets of connecting steel bars are arranged vertically and parallel to the structural column steel bars. This layout increases the contact area between the connecting steel bars and the structural column steel bars, improves the reliability of the connection, and at the same time, the vertically and parallel connecting steel bars can connect and reinforce the structural column steel bars at different heights to form a stable connection frame, enabling the structural columns to work together better under seismic action and enhance the overall seismic resistance.

[0024] Multiple connecting steel bars and multiple anchored steel bars are set vertically, and they are connected to the structural column steel bars by steel wire winding. The vertical setting allows the connecting steel bars and anchored steel bars to transmit and distribute seismic forces in different directions, forming a three-dimensional force system, which improves the overall stability of the structure. The steel wire winding connection method is simple and reliable, which can ensure that the connecting steel bars, anchored steel bars and structural column steel bars are tightly connected and not easily loosened or separated under seismic action, ensuring that all components can work together to resist seismic forces.

[0025] The upper part of the anchored rebar is bent, and multiple anchored rebars are connected to the inside of the connecting rebar. The bending design increases the connection area between the anchored rebar and the connecting rebar, improving the stability of the connection. The connection to the inside of the connecting rebar allows the anchored rebar to work better with the connecting rebar and the structural column rebar to form an organic whole. Under seismic action, the bent part of the anchored rebar can adapt to the deformation of the structure through deformation, and at the same time transfer the seismic force to the connecting rebar and the structural column rebar, jointly resisting the seismic action.

[0026] The rebar is fixed to the wall using a post-installed anchoring method. A 16mm diameter hole is drilled in the wall, larger than the diameter of the rebar, and the insertion depth is 150mm. This post-installed anchoring method allows the rebar to be installed on existing walls and is suitable for seismic reinforcement and renovation projects of existing buildings. The appropriate hole diameter and insertion depth ensure sufficient anchoring force between the rebar and the wall, which can reliably transfer seismic forces to the wall. At the same time, the reaction force of the wall can also be transferred to the structural column through the rebar, enhancing the seismic resistance of the entire structure.

[0027] The gap between the rebar and the wall hole is filled using a backward injection method, stopping the injection 5mm from the hole. This backward injection method ensures that the adhesive is evenly filled into the hole, removes air, and allows the adhesive to fully contact the rebar and the wall wall, improving the bonding strength. After curing, the adhesive can tightly bond the rebar and the wall together to form a whole, jointly bearing the seismic force. Controlling the injection stop position ensures that the adhesive does not overflow from the hole while ensuring sufficient filling amount, thus improving the anchoring effect. Attached Figure Description

[0028] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in this utility model. For those skilled in the art, other drawings can be obtained based on these drawings.

[0029] Figure 1 A schematic diagram of the overall structure provided for an embodiment of this utility model;

[0030] Figure 2 This is a top view of the structure provided for an embodiment of the present utility model.

[0031] Explanation of reference numerals in the attached figures:

[0032] 1. Structural column reinforcement; 2. Connecting reinforcement; 3. Anchored reinforcement. Detailed Implementation

[0033] To enable those skilled in the art to better understand the technical solution of this utility model, the present utility model will be further described in detail below with reference to the accompanying drawings.

[0034] As attached Figure 1 To be continued Figure 2 As shown:

[0035] This utility model provides a flexible connection structure for the reinforcing bars of seismic-resistant structural columns, including multiple structural column reinforcing bars 1, wherein the structural column reinforcing bars 1 are HRB400E threaded steel bars and the diameter of the structural column reinforcing bars 1 is 12mm;

[0036] Multiple connecting steel bars 2 are used to connect multiple structural column steel bars 1. One end of each of the multiple connecting steel bars 2 is bent, and the angle of the bend at one end of the connecting steel bar 2 is 45 degrees.

[0037] Multiple reinforcing bars 3 are connected to multiple structural column reinforcing bars 1. The upper part of the multiple reinforcing bars 3 is bent, and the top of the multiple reinforcing bars 3 is connected to the wall.

[0038] This utility model is further described in detail as follows: the two connecting steel bars 2 are arranged in a surrounding connection with the structural column steel bar 1; the multiple sets of connecting steel bars 2 are arranged vertically on the structural column steel bar 1, and the multiple sets of connecting steel bars 2 are arranged vertically and parallel to each other on the structural column steel bar 1; multiple anchoring steel bars 3 are connected to the inner side of the connecting steel bars 2; the anchoring steel bars 3 are fixed to the wall by a rear-mounted anchoring method; a drilled hole with a diameter of 16mm is opened in the wall, the diameter of the drilled hole is larger than the diameter of the anchoring steel bar 3; the insertion depth between the anchoring steel bar 3 and the wall is 150mm; the connection between the anchoring steel bar 3 and the wall is filled by a backward injection method; when the anchoring steel bar 3 is filled by the backward injection method, the injection stops at 5mm from the drilled hole; the multiple connecting steel bars 2 and the multiple anchoring steel bars 3 are arranged vertically; the connection between the multiple connecting steel bars 2 and the multiple anchoring steel bars 3 and the structural column steel bar 1 is achieved by wire winding.

[0039] Working principle: The structural column reinforcement 1 uses HRB400E threaded steel bars with a diameter of 12mm. HRB400E steel bars have good strength and ductility, and can maintain a certain deformation capacity while withstanding large tensile and compressive forces. In the seismic structural column, the structural column reinforcement 1, as the main load-bearing component, undertakes the role of transmitting and distributing seismic forces. Its threaded design increases the bond between the steel bar and the concrete, enabling the steel bar and the concrete to work together better to resist seismic forces. When the building is subjected to seismic forces, the structural column reinforcement 1 deforms along with the structural column, and consumes seismic energy through its own strength and ductility, preventing the structural column from failing prematurely, thereby ensuring the stability of the entire building structure.

[0040] The bending angle of one end of the connecting steel bar 2 is 45 degrees. This bending design gives the connecting steel bar 2 a certain degree of flexibility. When an earthquake occurs, the structural column will undergo complex deformation. The bent part of the connecting steel bar 2 can adapt to this deformation through its own elastic deformation, reducing stress concentration at the connection. At the same time, the bent part can also play a buffering role, reducing the impact of seismic force on the connection and improving the seismic performance of the connection structure.

[0041] Multiple connecting steel bars 2 and multiple anchored steel bars 3 are set vertically, and they are connected to the structural column steel bars 1 by steel wire winding. The vertical setting allows the connecting steel bars 2 and anchored steel bars 3 to transmit and distribute seismic forces in different directions, forming a three-dimensional force system. The steel wire winding connection method is simple and reliable, which can ensure the tight connection between the connecting steel bars 2, anchored steel bars 3 and structural column steel bars 1, so that they can work together to resist seismic forces. Under the action of seismic forces, the connection parts of the steel wire winding can adapt to the deformation of the structure through the elastic deformation of the steel wire, avoiding loosening or breakage of the connection.

[0042] The rebar 3 is fixed to the wall using a post-installed anchoring method. A 16mm diameter hole is drilled in the wall, which is larger than the diameter of the rebar 3. The rebar 3 is inserted into the wall to a depth of 150mm. This design ensures that there is sufficient anchorage length between the rebar 3 and the wall, providing reliable anchorage force. The post-installed anchoring method allows the rebar 3 to be installed on existing walls, making it suitable for seismic reinforcement and renovation projects of existing buildings.

[0043] The gap between the rebar 3 and the wall hole is filled by a backward injection method. The injection starts from the bottom of the hole and stops when the hole is 5mm deep. This backward injection method ensures that the adhesive is evenly filled in the hole, removes air, and allows the adhesive to fully contact the rebar 3 and the wall hole wall, improving the bonding strength. After curing, the adhesive can tightly bond the rebar 3 to the wall, forming a whole that can jointly bear the seismic force. When the building is subjected to seismic force, the rebar 3 transmits the seismic force to the wall through its reliable connection with the wall. At the same time, the reaction force of the wall can also be transmitted to the structural column through the rebar 3, enhancing the seismic resistance of the entire structure.

[0044] The upper part of the anchored steel bar 3 is bent, and multiple anchored steel bars 3 are connected to the inner side of the connecting steel bar 2. The bending setting can increase the connection area between the anchored steel bar 3 and the connecting steel bar 2, and improve the stability of the connection. The connection to the inner side of the connecting steel bar 2 allows the anchored steel bar 3 to work better with the connecting steel bar 2 and the structural column steel bar 1 to form an organic whole. Under the action of earthquake, the bent part of the anchored steel bar 3 can adapt to the deformation of the structure through deformation, and at the same time transfer the seismic force to the connecting steel bar 2 and the structural column steel bar 1 to jointly resist the action of earthquake.

[0045] Through the above technical solution, the structural column reinforcement 1 adopts HRB400E threaded steel bars. HRB400E steel bars have high strength and good ductility. The high strength enables them to withstand large tensile and compressive forces and are not easy to break under earthquake action, thus ensuring the structural integrity of the structural column. The good ductility enables the steel bars to produce large plastic deformation under stress, absorb and dissipate earthquake energy, and reduce the impact of earthquakes on buildings.

[0046] The 12mm diameter design meets the structural column stress requirements while facilitating construction. Overly thick steel bars would increase construction difficulty and cost, while overly thin steel bars might not provide sufficient load-bearing capacity. The 12mm diameter achieves a good balance between strength and ease of construction.

[0047] The design of bending one end of the connecting steel bar 2 at a 45-degree angle gives the connecting steel bar 2 a certain degree of flexibility. During an earthquake, the structural column will undergo complex deformation. The bent part of the connecting steel bar 2 can adapt to this deformation through its own elastic deformation, reduce stress concentration at the connection point, and avoid the connection steel bar 2 or the structural column steel bar 1 from breaking due to excessive stress, thereby improving the seismic performance of the connection structure.

[0048] Two connecting steel bars 2 are arranged in a surrounding manner with the structural column steel bars 1. Multiple sets of connecting steel bars 2 are arranged vertically and parallelly on the structural column steel bars 1. This layout increases the contact area between the connecting steel bars 2 and the structural column steel bars 1, improving the reliability of the connection. At the same time, the vertically and parallel connecting steel bars 2 can connect and reinforce the structural column steel bars 1 at different heights, forming a stable connection frame. This allows the structural columns to work together better under earthquake action, enhancing the overall seismic resistance.

[0049] Multiple connecting steel bars 2 and multiple anchored steel bars 3 are vertically arranged, and they are connected to the structural column steel bars 1 by steel wire winding. The vertical arrangement allows the connecting steel bars 2 and anchored steel bars 3 to transmit and distribute seismic forces in different directions, forming a three-dimensional force system, which improves the overall stability of the structure. The steel wire winding connection method is simple and reliable, which can ensure that the connecting steel bars 2, anchored steel bars 3 and structural column steel bars 1 are tightly connected and are not easy to loosen or separate under seismic action, ensuring that all components can work together to resist seismic forces.

[0050] The upper part of the anchored steel bar 3 is bent, and multiple anchored steel bars 3 are connected to the inner side of the connecting steel bar 2. The bending setting increases the connection area between the anchored steel bar 3 and the connecting steel bar 2, improving the stability of the connection. The connection to the inner side of the connecting steel bar 2 allows the anchored steel bar 3 to work better with the connecting steel bar 2 and the structural column steel bar 1 to form an organic whole. Under the action of earthquake, the bent part of the anchored steel bar 3 can adapt to the deformation of the structure through deformation, and at the same time transfer the seismic force to the connecting steel bar 2 and the structural column steel bar 1 to jointly resist the action of earthquake.

[0051] The rebar 3 is fixed to the wall using a post-installed anchoring method. A 16mm diameter hole is drilled in the wall, which is larger than the diameter of the rebar 3, and the insertion depth is 150mm. The post-installed anchoring method allows the rebar 3 to be installed on existing walls, which is suitable for seismic reinforcement and renovation projects of existing buildings. The appropriate hole diameter and insertion depth ensure that there is sufficient anchoring force between the rebar 3 and the wall, which can reliably transfer the seismic force to the wall. At the same time, the reaction force of the wall can also be transferred to the structural column through the rebar 3, which enhances the seismic resistance of the entire structure.

[0052] The gap between the reinforcing bar 3 and the wall hole is filled using a backward injection method, stopping the injection 5mm from the hole. This backward injection method ensures that the adhesive is evenly filled into the hole, removes air from the hole, and allows the adhesive to fully contact the reinforcing bar 3 and the wall hole wall, improving the bonding strength. After curing, the adhesive can tightly bond the reinforcing bar 3 to the wall, forming a whole that can jointly withstand seismic forces. Controlling the injection stop position ensures that the adhesive does not overflow from the hole while ensuring sufficient filling and improving the anchoring effect.

[0053] A construction method for a flexible connection structure for reinforced concrete columns in earthquake-resistant structural columns includes the following steps:

[0054] Step 1: Pre-fabricate the connecting steel bar 2, forming it in one go according to the designed bending angle (45°), and strictly prohibit repeated bending;

[0055] Step 2: Drill holes in the wall to locate them. The holes should be at least 50mm away from the edge of the structure. After drilling, clean the holes 3-4 times with an electric blower.

[0056] Step 3: Apply adhesive to the hole drilled in the wall for the rebar 3. Use an adhesive injector to inject adhesive from the bottom of the hole back up until it is 5mm from the hole opening, and then screw in the rebar 3 in time.

[0057] Step 4: Curing test. Do not disturb the rebar 3 within 24 hours after installation. Conduct a pull-out test 3 days later. After passing the test, tie the structural column rebar 1.

[0058] Step 5: Lap splicing and binding. Lap splice multiple connecting steel bars 2 and multiple anchor steel bars 3 with structural column steel bars 1, with a lap length of 440mm.

[0059] By setting up the above technical solution, the connecting steel bar 2 is prefabricated and formed in one go according to the designed bending angle (45 degrees). Repeated bending is strictly prohibited. The one-time prefabrication process ensures that the bending angle of the connecting steel bar 2 is accurate and avoids the impact of repeated bending on the performance of the steel bar. The accurate bending angle can ensure that the connecting steel bar 2 can give full play to its flexible deformation under the action of earthquake, better adapt to the deformation of the structure, and improve the seismic performance of the connecting structure.

[0060] Based on the settings in step two, drill holes in the wall for positioning. The hole position should be ≥50mm from the edge of the structure. After drilling, use an electric blower to clean the hole 3-4 times. Accurate drilling positioning ensures that the installation position of the rebar 3 meets the design requirements, avoiding the problem of insufficient anchoring force due to hole position deviation. The hole cleaning operation can remove dust and debris in the drill hole, ensure full contact between the adhesive and the wall drill hole wall, improve the bonding strength, and thus ensure a reliable connection between the rebar 3 and the wall.

[0061] Based on the setup in step three, the anchoring rebar 3 and the drilled holes in the wall are injected with adhesive. An adhesive injector is used to inject adhesive from the bottom of the hole backwards until it reaches 5mm from the hole opening. The anchoring rebar 3 is then promptly screwed in. The backward injection method ensures that the adhesive is evenly filled. The timely screwing in of the anchoring rebar 3 can prevent sedimentation or stratification before the adhesive cures, ensuring a good bond between the anchoring rebar 3, the adhesive, and the wall, improving the anchoring effect, and enabling the anchoring rebar 3 to effectively transmit seismic forces under earthquake action.

[0062] According to the settings in step four, the rebar 3 should not be disturbed within 24 hours after installation. A pull-out test should be conducted after 3 days. After passing the test, the structural column rebar 1 should be tied. The prohibition of disturbance within 24 hours ensures that the colloid has sufficient curing time and avoids the curing quality of the colloid being affected by external interference. The pull-out test can detect whether the anchoring force of the rebar 3 meets the design requirements and ensure that the connection between the rebar 3 and the wall is reliable. Only after the pull-out test is passed can the next step of tying the structural column rebar 1 be carried out, which ensures the quality and safety of the entire connection structure.

[0063] According to the settings in step five, multiple connecting steel bars 2 and multiple anchor steel bars 3 are tied and lapped with the structural column steel bars 1. The lap length is 440mm. The appropriate lap length ensures that there is sufficient connection strength between the connecting steel bars 2, anchor steel bars 3 and structural column steel bars 1, so that they can jointly withstand the seismic force. Through lapping, the various components form an organic whole and can work together under the action of earthquake, giving full play to the seismic performance of the flexible connection structure of the seismic structural column steel bars.

[0064] The foregoing description only illustrates certain exemplary embodiments of the present invention. Undoubtedly, those skilled in the art can modify the described embodiments in various ways without departing from the spirit and scope of the present invention. Therefore, the above drawings and descriptions are illustrative in nature and should not be construed as limiting the scope of protection of the claims of the present invention.

Claims

1. A flexible connection structure for reinforcing steel bars in seismic-resistant structural columns, characterized in that, include: Multiple structural column reinforcing bars (1), wherein the structural column reinforcing bars (1) are HRB400E threaded steel bars, and the diameter of the structural column reinforcing bars (1) is 12mm; Multiple connecting steel bars (2) are used to connect multiple structural column steel bars (1). One end of the multiple connecting steel bars (2) is bent, and the angle of the bend of one end of the connecting steel bars (2) is 45 degrees. Multiple reinforcing bars (3) are connected to multiple structural column reinforcing bars (1). The upper part of the multiple reinforcing bars (3) is bent, and the top of the multiple reinforcing bars (3) is connected to the wall.

2. The flexible connection structure for reinforced concrete columns according to claim 1, characterized in that, The two connecting steel bars (2) are connected to the structural column steel bars (1) in a surrounding manner. The multiple sets of connecting steel bars (2) are connected to the structural column steel bars (1) in a vertical sequence, and the multiple sets of connecting steel bars (2) are arranged in parallel vertically on the structural column steel bars (1).

3. The flexible connection structure for reinforced concrete columns according to claim 1, characterized in that, Multiple of the aforementioned reinforcing bars (3) are connected to the inside of the connecting bars (2).

4. The flexible connection structure for reinforced concrete columns according to claim 1, characterized in that, The reinforcing bar (3) is fixed to the wall by a post-installed anchoring method. A hole is drilled in the wall with a diameter of 16mm, which is larger than the diameter of the reinforcing bar (3). The insertion depth between the reinforcing bar (3) and the wall is 150mm. The connection between the reinforcing bar (3) and the wall is filled by a backward injection method.

5. The flexible connection structure for reinforced concrete columns according to claim 1, characterized in that, When the reinforcing bar (3) is filled using the backward injection method, the injection should be stopped 5mm from the drill hole.

6. The flexible connection structure for reinforced concrete columns according to claim 1, characterized in that, The multiple connecting steel bars (2) and the multiple anchoring steel bars (3) are arranged vertically, and the connection between the multiple connecting steel bars (2) and the multiple anchoring steel bars (3) and the structural column steel bars (1) is made by wire winding.

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