Replaceable assembled tubular web weakened connection joint after earthquake and assembling method thereof

Abstract

The application discloses a replaceable assembled tubular web weakened connection joint after earthquake and a splicing method thereof and belongs to the technical field of assembled building engineering. The application comprises a steel pipe concrete column, an I-shaped short beam, a tubular web splicing segment and an I-shaped steel beam. One end of the I-shaped short beam is connected to the steel pipe concrete column, the other end of the I-shaped short beam is connected to one end of the tubular web splicing segment, and the other end of the tubular web splicing segment is connected to one end of the I-shaped steel beam. End plates are arranged on the connecting end of the I-shaped short beam and the tubular web splicing segment, both ends of the tubular web splicing segment and the connecting end of the I-shaped steel beam and the tubular web splicing segment. A plurality of through holes are arranged on the end plates, and a plurality of first high-strength bolts corresponding to the number of the through holes are arranged in the through holes. The technical scheme is used to solve the problems that the existing connection joint needs to be welded on site, the welding quality is poor, the repair process is complex after damage and the repair is difficult.

Description

Technical Field

[0001] The present invention belongs to the technical field of prefabricated building engineering, and in particular relates to a post-earthquake replaceable prefabricated tubular web weakened connection node and an assembly method thereof. Background Art

[0002] In order to prevent the brittle failure of steel structure beam-column welded joints under earthquake action, two forms of node reinforcement and node weakening are often used to improve the beam-column welded joints. The purpose of both is to move the plastic hinge outward, thereby protecting the relatively fragile beam-column welding area and achieving the purpose of ductile design.

[0003] At present, most improved connection nodes require on-site welding operations, and the quality of the welds is difficult to guarantee. In addition, the weakened or reinforced parts are all in the overall structure. When repairing after earthquake damage, the components need to be replaced as a whole. The repair process is complicated and the repair is difficult. Summary of the Invention

[0004] In view of this, the purpose of the present invention is to provide a post-earthquake replaceable assembled tubular web weakened connection node and its assembly method, so as to solve the problems that the existing connection nodes need to be welded on site, resulting in poor weld quality, and the repair process after damage is complicated and difficult to repair.

[0005] In order to achieve the above object, the present invention provides the following technical solutions:

[0006] The present invention provides a post-earthquake replaceable assembled tubular web weakened connection node, which is arranged at the beam-column connection position, and includes a steel tube concrete column, an I-shaped short beam, a tubular web splicing section and an I-shaped steel beam; one end of the I-shaped short beam is connected to the steel tube concrete column, the other end of the I-shaped short beam is connected to one end of the tubular web splicing section, and the other end of the tubular web splicing section is connected to one end of the I-shaped steel beam; end plates are provided on the connecting end of the I-shaped short beam and the tubular web splicing section, the two ends of the tubular web splicing section, and the connecting end of the I-shaped steel beam and the tubular web splicing section, and a plurality of through holes are provided on the end plates, and first high-strength bolts corresponding to the number of through holes are provided in the through holes.

[0007] Furthermore, a first U-shaped connecting steel plate is provided on one end of the I-shaped short beam connected to the steel tube concrete column, the closed end of the first U-shaped connecting steel plate is welded and fixed to the end of the I-shaped short beam, the other end of the first U-shaped connecting steel plate is sleeved on the steel tube concrete column, and a plurality of second high-strength bolts are provided on the open end of the first U-shaped connecting steel plate.

[0008] By means of the first U-shaped connecting steel plate and the second high-strength bolts, the I-shaped short beam is encircled and fixed on the steel tube concrete column. Compared with welding or fixing by bolts, this method will not cause damage to the steel tube concrete column, that is, it will not destroy the mechanical properties of the steel tube concrete column, so that the steel tube concrete column has better seismic resistance. At the same time, the U-shaped design of the first U-shaped connecting steel plate facilitates on-site assembly.

[0009] Furthermore, the steel tube concrete column is provided with a plurality of upper steel pressure plates and lower steel pressure plates, and the middle parts of the upper steel pressure plates and the lower steel pressure plates are slidably sleeved on the steel tube concrete column, and the upper steel pressure plates and the lower steel pressure plates are symmetrically provided with a plurality of third high-strength bolts for connecting the upper steel pressure plates and the lower steel pressure plates parallel to the two end edges of the first U-shaped connecting steel plate, and the first U-shaped connecting steel plate is arranged between the upper steel pressure plate and the lower steel pressure plate. The benefit is that the upper steel pressure plate and the lower steel pressure plate can limit the up and down movement and deflection of the first U-shaped connecting steel plate on the steel tube concrete column by being clamped on the steel tube concrete column, thereby further improving the effect of fixing the first U-shaped connecting steel plate on the steel tube concrete column. At the same time, by changing the length of the third high-strength bolt, the width between the upper steel pressure plate and the lower steel pressure plate can also be adjusted, thereby adapting to first U-shaped connecting steel plates of different heights, that is, adapting to I-shaped steel beams of different heights.

[0010] Furthermore, the upper and lower steel pressure plates are provided with a number of fourth high-strength bolts on the farther ends parallel to the first U-shaped connecting steel plate, and the fourth high-strength bolts are arranged perpendicular to the steel tube concrete column. The benefit is that the arrangement of the fourth high-strength bolts can firmly fix the upper and lower steel pressure plates on the steel tube concrete column to prevent them from sliding. Of course, it is not difficult to understand that the positions of the upper and lower steel pressure plates can also be limited by arranging clamps or the like.

[0011] Furthermore, the upper steel pressure plate and the lower steel pressure plate are arranged parallel to the first U-shaped connecting steel plate. The proximal end has a support platform extending outward, and part of the I-shaped short beam is located on the support platform. The advantage is that one end of the I-shaped short beam can be placed on the support platform, which can provide better support and avoid all weight being concentrated on the first U-shaped connecting steel plate.

[0012] Furthermore, buffer rubber is provided on the contact surfaces of the upper steel pressure plate, the lower steel pressure plate and the support platform with the I-shaped short beam, as well as on the contact surface of the first U-shaped connecting steel plate and the steel tube concrete column. The benefit is that the setting of the buffer rubber can buffer and consume the torque exerted on the epicenter beam.

[0013] Furthermore, a second U-shaped connecting steel plate is provided on the I-shaped short beam, and the middle part of the closed end of the second U-shaped connecting steel plate is slidably sleeved on the I-shaped short beam. The closed end of the second U-shaped connecting steel plate is provided with a fifth high-strength bolt for pressing the second U-shaped connecting steel plate against the end of the I-shaped short beam. A number of evenly distributed buffer springs are provided on the two inner side surfaces of the open end of the second U-shaped connecting steel plate, one end of the buffer spring is fixed on the inner side surface of the second U-shaped connecting steel plate, and the other end of the buffer spring is arranged on the outer side of the tubular web splicing section.

[0014] After the installation is completed, since there is an installation gap between the buffer spring and the tubular web splicing section and there is no contact, it will not affect the formation of the plastic hinge at the tubular web splicing section during earthquake resistance. After the plastic hinge is formed, the two ends of the plastic hinge can realize swing displacement in the direction of the torque. When the beams at both ends of the plastic hinge move to the limit position, the tubular web splicing section will contact the buffer spring when swinging. The buffer spring limits the swing angle of the tubular web splicing section, and buffers and consumes the swinging torque, thereby delaying the failure of the plastic hinge to a certain extent (the failure and fracture of the plastic hinge will cause the beam to fall off), which increases the escape time of indoor residents and can further improve the earthquake resistance of beams and columns.

[0015] Furthermore, the lengths of several of the buffer springs are gradually shortened in the direction away from the steel tube concrete column. This is beneficial in that, because the farther the beam is from the column, the greater the swing amplitude of the epicenter, the swing amplitude of the beam is adapted by gradually shortening the buffer springs, that is, the force on the buffer springs is ensured to be more uniform, thereby avoiding the problem that the force on the far-end buffer spring is large, resulting in excessive force transmitted to the column and damage to the column (the plastic hinge can also play an energy-consuming role when swinging. If the far-end spring is long, it will cause excessive interference with the extreme motion position of the plastic hinge, thereby reducing the effect of the plastic hinge).

[0016] Furthermore, a weakened portion is provided on the side surface of the open end of the second U-shaped connecting steel plate. The purpose of this is that before the plastic hinge fails and breaks, the swing amplitude of the beam will increase, and the energy consumption of the plastic hinge will be lost. At this time, the force on the buffer spring will increase, that is, the force transmitted to the second U-shaped connecting steel plate will increase, that is, when it is greater than the critical point, the weakened portion will break, thus avoiding the problem of excessive torque transmitted to the column, which will cause the column to be damaged prematurely.

[0017] The present invention also discloses a post-earthquake replaceable assembled tubular web weakened connection node assembly method, comprising the following steps:

[0018] (1) Sleeve the upper and lower steel plates onto the concrete-filled steel tube column and adjust their positions on the concrete-filled steel tube column;

[0019] (2) Sleeve the first U-shaped connecting steel plate provided on one end of the I-shaped short beam onto the concrete-filled steel tube column, and tighten the second high-strength bolt and the third high-strength bolt;

[0020] (3) Sleeve the second U-shaped connecting steel plate onto the I-shaped short beam, and then securely connect the I-shaped short beam, the tubular web splicing section, and the I-shaped steel beam by tightening the first high-strength bolt;

[0021] (4) By tightening the fifth high-strength bolt, adjust the position of the second U-shaped connecting steel plate so that the buffer spring is located on the outer side of the tubular web splicing section.

[0022] The beneficial effects of the present invention are:

[0023] (1) The present invention provides a post-earthquake replaceable assembled tubular web weakened connection node. The node welding work is completed in the factory, and only bolt installation work is required on site, which is convenient for construction. It can make the plastic hinge and damage appear concentrated at the tubular web splicing section, achieving the purpose of moving the plastic hinge outward. The present invention adopts the form of tubular web splicing section to achieve the weakening effect on the beam web. The tubular web splicing section makes the splicing section have greater out-of-plane stiffness, which can effectively prevent the node from being unstable out of plane and has excellent force performance. During post-earthquake repair, only The node repair work can be completed by replacing the splicing section; (2) The setting of the second U-shaped connecting steel plate and the buffer spring can limit the swing angle when the tubular web splicing section forms a plastic hinge, and buffer and consume the swing torque, thereby delaying the failure of the plastic hinge to a certain extent (the failure and fracture of the plastic hinge will cause the beam to fall off), which increases the escape time of indoor residents and can further improve the seismic resistance of the beam column; (3) The setting of the weakening part avoids the problem of excessive torque transmitted to the column, which causes the column to be damaged prematurely.

[0024] Other advantages, objectives and features of the present invention will be described in the following description and will be apparent to those skilled in the art to some extent, or those skilled in the art can be taught from the practice of the present invention. The objectives and other advantages of the present invention can be realized and obtained through the following description. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] In order to make the purpose, technical solutions and beneficial effects of the present invention more clear, the present invention provides the following drawings for illustration:

[0026] Figure 1 is a three-dimensional schematic diagram of a connection node of the present invention;

[0027] Figure 2 A three-dimensional schematic diagram of a connection node of the present invention from another perspective;

[0028] Figure 3A schematic diagram of the formal diagram of the connection nodes of the present invention;

[0029] Figure 4 Schematic diagram of the upper and lower steel plates provided on the concrete-filled steel tube column according to the present invention;

[0030] Figure 5 This is a schematic diagram of the first U-shaped connecting steel plate of the present invention being arranged on the end of the I-shaped short beam;

[0031] Figure 6 is a perspective schematic diagram of a tubular web of the present invention;

[0032] Figure 7 Schematic diagram of the arrangement of the second U-shaped connecting steel plate and the buffer spring of the present invention;

[0033] Figure 8 It is a three-dimensional schematic diagram of the I-shaped steel beam of the present invention.

[0034] The following are marked in the accompanying drawings:

[0035] Steel tube concrete column 1, upper steel pressure plate 2, lower steel pressure plate 3, third high-strength bolt 4, fourth high-strength bolt 5, I-shaped short beam 6, end plate 7, first U-shaped connecting steel plate 8, second high-strength bolt 9, first high-strength bolt 10, tubular web splicing section 11, I-shaped steel beam 12, second U-shaped connecting steel plate 13, buffer spring 14, fifth high-strength bolt 15, weakened part 16. DETAILED DESCRIPTION

[0036] like Figures 1 to 8 As shown, the present invention provides a post-earthquake replaceable assembled tubular web weakened connection node, which is arranged at the beam-column connection part, including a steel tube concrete column 1, an I-shaped short beam 6, a tubular web splicing section 11 and an I-shaped steel beam 12; one end of the I-shaped short beam 6 is connected to the steel tube concrete column 1, the other end of the I-shaped short beam 6 is connected to one end of the tubular web splicing section 11, and the other end of the tubular web splicing section 11 is connected to one end of the I-shaped steel beam 12; end plates 7 are provided on the connection ends of the I-shaped short beam 6 and the tubular web splicing section 11, the two ends of the tubular web splicing section 11, and the connection ends of the I-shaped steel beam 12 and the tubular web splicing section 11, and the end plates 7 are provided on the end plates 7, and a plurality of through holes are provided on the through holes, and first high-strength bolts 10 corresponding to the number of through holes are provided in the through holes.

[0037] Specifically, a first U-shaped connecting steel plate 8 is provided on one end of the I-shaped short beam 6 connected to the steel tube concrete column 1, the closed end of the first U-shaped connecting steel plate 8 is welded and fixed to the end of the I-shaped short beam 6, the other end of the first U-shaped connecting steel plate 8 is sleeved on the steel tube concrete column 1, and a number of second high-strength bolts 9 are provided on the open end of the first U-shaped connecting steel plate 8.

[0038] By means of the first U-shaped connecting steel plate 8 and the second high-strength bolts 9, the I-shaped short beam 6 is encircled and fixed on the steel tube concrete column 1. Compared with welding or fixing by bolts, this method will not cause damage to the steel tube concrete column 1, that is, it will not destroy the mechanical properties of the steel tube concrete column 1, so that the steel tube concrete column 1 has better seismic resistance. At the same time, the U-shaped design of the first U-shaped connecting steel plate 8 facilitates on-site assembly.

[0039] The steel tube concrete column 1 is provided with a plurality of upper steel pressure plates 2 and lower steel pressure plates 3. The middle parts of the upper steel pressure plates 2 and the lower steel pressure plates 3 are slidably sleeved on the steel tube concrete column 1. The upper steel pressure plates 2 and the lower steel pressure plates 3 are symmetrically provided with a plurality of third high-strength bolts 4 for connecting the upper steel pressure plates 2 and the lower steel pressure plates 3 parallel to the two end edges of the first U-shaped connecting steel plate 8. The first U-shaped connecting steel plate 8 is arranged between the upper steel pressure plate 2 and the lower steel pressure plate 3. The upper steel pressure plate 2 and the lower steel pressure plate 3 are clamped on the steel tube concrete column 1 to limit the up and down movement and deflection of the first U-shaped connecting steel plate 8 on the steel tube concrete column 1, further improving the effect of fixing the first U-shaped connecting steel plate 8 on the steel tube concrete column 1. At the same time, by replacing the length of the third high-strength bolts 4, the width between the upper steel pressure plate 2 and the lower steel pressure plate 3 can also be adjusted, thereby adapting to first U-shaped connecting steel plates 8 of different heights, that is, adapting to I-shaped steel beams 12 of different heights.

[0040] A number of fourth high-strength bolts 5 are provided on the farther ends of the upper steel pressure plate 2 and the lower steel pressure plate 3 parallel to the first U-shaped connecting steel plate 8. The fourth high-strength bolts 5 are arranged perpendicular to the steel tube concrete column 1. The arrangement of the fourth high-strength bolts 5 can firmly fix the upper steel pressure plate 2 and the lower steel pressure plate 3 on the steel tube concrete column 1 to prevent them from sliding. Of course, it is not difficult to understand that the positions of the upper steel pressure plate 2 and the lower steel pressure plate 3 can also be limited by setting a clamp or the like.

[0041] The upper steel pressure plate 2 and the lower steel pressure plate 3 are arranged parallel to the first U-shaped connecting steel plate 8, and there is a support platform extending outward on the proximal end. Part of the I-shaped short beam 6 is located on the support platform. One end of the I-shaped short beam 6 can be placed on the support platform, which can provide better support and avoid all the weight being concentrated on the first U-shaped connecting steel plate 8.

[0042] Buffer rubber is provided on the contact surfaces of the upper steel pressure plate, the lower steel pressure plate and the support platform with the I-shaped short beam 6, as well as on the contact surface of the first U-shaped connecting steel plate 8 with the steel tube concrete column 1. The setting of the buffer rubber can buffer and consume the torque exerted on the epicenter beam.

[0043] A second U-shaped connecting steel plate 13 is provided on the I-shaped short beam 6, and the middle part of the closed end of the second U-shaped connecting steel plate 13 is slidably sleeved on the I-shaped short beam 6. The closed end of the second U-shaped connecting steel plate 13 is provided with a fifth high-strength bolt 15 for pressing the second U-shaped connecting steel plate 13 against the end of the I-shaped short beam 6. The pressing here is not difficult to understand. It is possible to set a block at the inner end of the second U-shaped connecting steel plate 13 in contact with the end plate 7 to achieve pressing. This is a prior art and will not be elaborated on here. A number of evenly distributed buffer springs 14 are provided on the two inner side surfaces of the open end of the second U-shaped connecting steel plate 13. One end of the buffer spring 14 is fixed on the inner side surface of the second U-shaped connecting steel plate 13, and the other end of the buffer spring 14 is set on the outer side of the tubular web splicing section 11.

[0044] After the installation is completed, since there is an installation gap between the buffer spring 14 and the tubular web splicing section 11 and there is no contact, the formation of the plastic hinge at the tubular web splicing section 11 will not be affected during earthquake resistance. After the plastic hinge is formed, the two ends of the plastic hinge can achieve swing displacement in the direction of the torque. When the beams at both ends of the plastic hinge move to the limit position, the tubular web splicing section 11 will contact the buffer spring 14 when it swings. The buffer spring 14 limits the swing angle of the tubular web splicing section 11, and buffers and consumes the swinging torque, thereby delaying the failure of the plastic hinge to a certain extent (the failure and fracture of the plastic hinge will cause the beam to fall off), which increases the escape time of indoor residents and can further improve the earthquake resistance of beams and columns.

[0045] The lengths of the buffer springs 14 gradually shorten as they move away from the steel tube concrete column 1. This is because the farther the beam is from the column, the greater the swing amplitude of the epicenter. Therefore, the buffer springs 14 are gradually shortened to adapt to the swing amplitude of the beam, thereby ensuring that the force on the buffer springs 14 is more uniform, and avoiding the problem that the force on the far-end buffer springs 14 is too large, resulting in excessive force transmitted to the column and damage to the column (the plastic hinge can also consume energy when swinging. If the far-end spring is long, it will cause excessive interference with the extreme motion position of the plastic hinge, thereby reducing the effect of the plastic hinge).

[0046] A weakened portion 16 is provided on the side surface of the open end of the second U-shaped connecting steel plate 13. The purpose of this is that before the plastic hinge fails and breaks, the swing amplitude of the beam will increase, and the energy consumption of the plastic hinge will be lost. At this time, the force on the buffer spring 14 will increase, that is, the force transmitted to the second U-shaped connecting steel plate 13 will increase, that is, when it is greater than the critical point, the weakened portion 16 will break, thus avoiding the problem of excessive torque transmitted to the column, which will cause the column to be damaged prematurely.

[0047] The present invention also discloses a post-earthquake replaceable assembled tubular web splicing section 11 weakened connection node assembly method, comprising the following steps:

[0048] (1) the upper steel pressing plate 2 and the lower steel pressing plate 3 are sleeved on the steel pipe concrete column 1, and the positions of the two on the steel pipe concrete column 1 are adjusted; it should be noted that the steel pipe is a square steel pipe adopting a cold-bent thick-wall type steel, and the concrete is poured into the steel pipe, and the concrete grade is greater than C30;

[0049] (2) the first U-shaped connecting steel plate 8 provided on one end of the I-shaped short beam 6 is sleeved on the steel pipe concrete column 1, and the second high-strength bolt 9 and the third high-strength bolt 4 are tightened;

[0050] (3) the second U-shaped connecting steel plate 13 is sleeved on the I-shaped short beam 6, and then the I-shaped short beam 6, the tubular web splice segment 11 and the I-shaped steel beam 12 are fixedly connected by tightening the first high-strength bolt 10;

[0051] (4) the position of the second U-shaped connecting steel plate 13 is adjusted by tightening the fifth high-strength bolt 15, so that the buffer spring 14 is located on the outer side of the tubular web splice segment 11.

[0052] It should be noted that, for better understanding, the prior art is introduced here, the generation of plastic hinges improves the ductility and energy dissipation capacity of the structure, the plastic hinge is a concept introduced when the structure is designed plastically, which can consider the post-yield performance of the member on one or more degrees of freedom (in the hinge), is a simplification of mechanics analysis, and is used for considering material nonlinearity in nonlinear static and dynamic analysis. The plastic hinge is considered to allow the cross section to rotate, so it is called a plastic hinge, and in fact, both rotation and bending moment are present. The plastic hinge is only a simple simulation of the cross section after yielding in a certain degree of freedom, and is unstable, which will continue to develop to the limit state or failure (for concrete beams, it is fracture).

[0053] Finally, it should be noted that the above preferred embodiments are only used to illustrate the technical solutions of the present application and are not limiting. Although the present application has been described in detail through the above preferred embodiments, those skilled in the art should understand that various changes can be made in form and details without departing from the scope defined by the claims of the present application.

Claims

1. A post-earthquake replaceable assembled tubular web weakened connection node, provided at the beam-column connection, characterized by: The invention comprises a steel tube concrete column, an I-shaped short beam, a tubular web splicing section and an I-shaped steel beam; one end of the I-shaped short beam is connected to the steel tube concrete column, the other end of the I-shaped short beam is connected to one end of the tubular web splicing section, and the other end of the tubular web splicing section is connected to one end of the I-shaped steel beam; end plates are provided on the connecting end of the I-shaped short beam and the tubular web splicing section, both ends of the tubular web splicing section, and the connecting end of the I-shaped steel beam and the tubular web splicing section, each end plate being provided with a plurality of through holes, each through hole being provided with a first high-strength bolt corresponding to the number of through holes; The I-shaped short beam is provided with a second U-shaped connecting steel plate, and the middle part of the closed end of the second U-shaped connecting steel plate is slidably sleeved on the I-shaped short beam. The closed end of the second U-shaped connecting steel plate is provided with a fifth high-strength bolt for pressing the second U-shaped connecting steel plate against the end of the I-shaped short beam. A number of evenly distributed buffer springs are provided on the two inner side surfaces of the open end of the second U-shaped connecting steel plate, one end of the buffer spring is fixed on the inner side surface of the second U-shaped connecting steel plate, and the other end of the buffer spring is arranged on the outer side of the tubular web splicing section; the lengths of the several buffer springs gradually shorten in the direction away from the steel tube concrete column.

2. The post-earthquake replaceable assembled tubular web weakened connection node according to claim 1, characterized in that: A first U-shaped connecting steel plate is provided on one end of the I-shaped short beam connected to the steel tube concrete column. The closed end of the first U-shaped connecting steel plate is welded and fixed to the end of the I-shaped short beam. The other end of the first U-shaped connecting steel plate is sleeved on the steel tube concrete column. A plurality of second high-strength bolts are provided on the open end of the first U-shaped connecting steel plate.

3. The post-earthquake replaceable assembled tubular web weakened connection node according to claim 2, characterized in that: The steel tube concrete column is provided with a plurality of upper steel pressure plates and lower steel pressure plates, and the middle parts of the upper steel pressure plates and the lower steel pressure plates are slidably sleeved on the steel tube concrete column. The upper steel pressure plates and the lower steel pressure plates are symmetrically provided with a plurality of third high-strength bolts connecting the upper steel pressure plates and the lower steel pressure plates parallel to the two end edges of the first U-shaped connecting steel plate, and the first U-shaped connecting steel plate is arranged between the upper steel pressure plate and the lower steel pressure plate.

4. The post-earthquake replaceable assembled tubular web weakened connection node according to claim 3, characterized in that: A plurality of fourth high-strength bolts are provided on the distal ends of the upper and lower steel pressing plates parallel to the first U-shaped connecting steel plates, and the fourth high-strength bolts are arranged perpendicular to the steel tube concrete column.

5. The post-earthquake replaceable assembled tubular web weakened connection node according to claim 3, characterized in that: The upper steel pressing plate and the lower steel pressing plate are arranged parallel to the first U-shaped connecting steel plate. The proximal end thereof has a support platform extending outward, and part of the I-shaped short beam is located on the support platform.

6. The post-earthquake replaceable assembled tubular web weakened connection node according to claim 5, characterized in that: Buffer rubbers are provided on the contact surfaces of the upper steel pressing plate, the lower steel pressing plate and the support platform with the I-shaped short beam, as well as on the contact surfaces of the first U-shaped connecting steel plate and the steel tube concrete column.

7. The post-earthquake replaceable assembled tubular web weakened connection node according to claim 1, characterized in that: A weakened portion is provided on the side surfaces of the open ends of the second U-shaped connecting steel plates.

8. The post-earthquake replaceable assembled tubular web weakened connection node assembly method according to any one of claims 1 to 7, characterized in that: The steps include: (1) Sleeve the upper and lower steel plates onto the concrete-filled steel tube column and adjust their positions on the concrete-filled steel tube column; (2) Sleeve the first U-shaped connecting steel plate provided on one end of the I-shaped short beam onto the concrete-filled steel tube column, and tighten the second high-strength bolt and the third high-strength bolt; (3) Sleeve the second U-shaped connecting steel plate onto the I-shaped short beam, and then securely connect the I-shaped short beam, the tubular web splicing section, and the I-shaped steel beam by tightening the first high-strength bolt; (4) By tightening the fifth high-strength bolt, adjust the position of the second U-shaped connecting steel plate so that the buffer spring is located on the outer side of the tubular web splicing section.

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