Prefabricated Self-Centering Concrete Frame Joint with High Energy Consumption and High Robustness

Abstract

The present invention relates to the field of prefabricated civil engineering structures, and discloses a prefabricated self-centering concrete frame joint with high energy dissipation and high robustness, which includes a precast concrete column, a precast concrete beam, a steel beam anchoring device, a high-efficiency energy dissipation device, an energy dissipation device support, a beam-end angle steel, an energy dissipation device connecting plate, a fixed steel plate, high-strength bolts, and unbonded prestressing tendons. The prefabricated self-centering concrete frame joint with high energy dissipation and high robustness penetrates the unbonded prestressing tendons through the precast concrete beam and anchors them on the steel beam anchoring device located at the beam end. When the joint rotates relatively due to disasters such as earthquakes, the precast concrete beam is separated from the steel beam anchoring device, and the formed opening angle can avoid the tensile yield of the longitudinal bars in the beam. In addition, the steel beam anchoring device is fixed to the precast concrete column by high-strength bolts, which forms constraints and protection for the precast concrete column and the joint core area, avoiding the damage of the joint core area.

Description

Technical Field

[0001] The present invention relates to the field of prefabricated civil engineering structures, and particularly to a prefabricated self-centering concrete frame joint with high energy dissipation and high robustness. Background Art

[0002] In recent years, in order to avoid problems such as the yielding of structural members under load and large residual deformations of buildings after earthquakes caused by the traditional ductile seismic design concept, self-centering frame structures have been proposed and widely developed. Self-centering frames usually use unbonded prestressing tendons to squeeze precast beam and column members together. During the rotation of the joint, the beam and column members separate from each other, avoiding the yielding of structural members, and energy is dissipated through additional damping devices; after the external force is removed, the prestressing tendons press the beam and column members together again, thus achieving self-centering. Therefore, self-centering frames have both damage control and self-centering capabilities, which is an effective way to achieve recoverable functionality after earthquakes.

[0003] Currently, there are generally two problems with existing self-centering frames: on the one hand, most current self-centering structures use the method of tensioning prestressing tendons throughout the entire floor length, passing the unbonded prestressing tendons through all beam spans and anchoring them outside the outer columns. For structures using this connection form, once a certain span is damaged during an earthquake, it will affect the prestress level of the entire floor, resulting in a decrease in the strength of all joints on this floor, thereby reducing the seismic performance of the entire floor or even causing collapse, making the robustness of the self-centering structure relatively low. In addition, the high-altitude tensioning of the full-length prestressing tendons also increases the difficulty of construction operations. On the other hand, most current additional damping devices are fixed in the beam-column contact area, and the damper deforms through the opening of the joint, thereby generating hysteretic energy dissipation. Using this energy dissipation method, the damper can only play a role at relatively large joint rotations, and the energy dissipation efficiency is relatively low when the structural deformation is small. Therefore, we propose a prefabricated self-centering concrete frame joint with high energy dissipation and high robustness. Summary of the Invention

[0004] (1) Technical Problems to be Solved

[0005] Aiming at the deficiencies of the prior art, the present invention provides a prefabricated self-centering concrete frame joint with high energy dissipation and high robustness, and solves the above problems.

[0006] (2) Technical Solutions

[0007] To achieve the above object, the present invention provides the following technical solutions: a prefabricated self-centering concrete frame joint with both high energy consumption and high robustness, including a precast concrete column, a precast concrete beam, a steel beam anchoring device, a high-efficiency energy dissipation device, an energy dissipation device support, a beam-end angle steel, an energy dissipation device connecting plate, a fixed steel plate, high-strength bolts, and unbonded prestressing tendons. The precast concrete column is reserved with high-strength bolt holes, and the precast concrete column is connected and fixed to the fixed steel plate through high-strength bolts. The precast concrete beam is reserved with unbonded prestressing tendon holes, and the end of the precast concrete beam is anchored into the angle steel. The energy dissipation device connecting plate is welded to the outside of the beam-end angle steel, and the energy dissipation device connecting plate is anchored into the precast concrete beam through anchor bars. The far-column end of the steel beam anchoring device is connected and anchored to the precast concrete beam through prestressing tendons, and the near-column end of the steel beam anchoring device is tightly connected to the precast concrete column through high-strength bolts. Energy dissipation device supports are respectively arranged on the upper and lower surfaces of the steel beam anchoring device and the energy dissipation device connecting plate, and a high-efficiency energy dissipation device is connected between the device supports on the steel beam anchoring device and the energy dissipation device connecting plate.

[0008] Preferably, the steel beam anchoring device includes an H-shaped steel beam, a connecting end plate, an anchoring end plate, two stiffeners, and two reinforcing plates. A reinforcing plate is welded to each of the upper and lower surfaces of the H-shaped steel beam. The size of the reinforcing plate is the same as that of the flange plate of the H-shaped steel beam. The energy dissipation device support is welded to the surface of the reinforcing plate. The far-column end of the H-shaped steel beam is welded with the anchoring end plate. Prestressing tendon holes corresponding to the precast concrete beam are opened on the anchoring end plate. The prestressing tendon passes through the holes in the precast concrete beam and the reserved holes on the anchoring end plate and is anchored on the anchoring end plate. The near-column end of the H-shaped steel beam is welded with the connecting end plate. Reserved holes corresponding to the high-strength bolt holes on the precast concrete column are opened on the connecting end plate. The size of the fixed steel plate is the same as that of the connecting end plate. Bolt holes corresponding to the positions of the bolt holes on the connecting end plate are opened on the fixed steel plate. The high-strength bolts sequentially pass through the connecting end plate, the precast concrete column, and the fixed steel plate. The two stiffeners are symmetrically arranged on both sides of the web of the H-shaped steel beam and are respectively connected to the connecting end plate, the H-shaped steel beam, and the anchoring end plate by means of full penetration fillet welding, and their positions avoid the prestressing tendon holes on the connecting end plate and the anchoring end plate.

[0009] Preferably, the high-efficiency energy dissipation device includes a displacement amplification component, an energy dissipation element, and a connecting sleeve. The displacement amplification component is a diamond-shaped flat truss composed of four connecting rods and four pin shafts. The four connecting rods and four pin shafts are sequentially connected and arranged in a "diamond" shape. The two pin shafts on the long axis direction on both sides of the diamond-shaped flat truss sequentially pass through the connecting sleeve and the connecting rods on both sides from the inside to the outside. The energy dissipation element is arranged between the hinge joints of the connecting rods on the short axis direction on both sides of the diamond-shaped flat truss.

[0010] Preferably, the energy dissipation element includes an energy dissipation plate A, an energy dissipation plate B, and friction bolts. The pin shafts on both sides of the short axis of the diamond-shaped flat truss are sequentially connected from the inside to the outside to the corresponding energy dissipation plate A, the connecting rod corresponding to the energy dissipation plate A, the energy dissipation plate B, and the connecting rod corresponding to the energy dissipation plate B. The working area of the energy dissipation plate A is a double plate, and a 3-mm copper plate is fixed on the inner side of the double plate. The working area of the energy dissipation plate B is a single plate. The energy dissipation plate A is provided with six bolt holes, and the energy dissipation plate B is provided with two rows of friction bolt holes corresponding to the six bolt holes. The friction bolts sequentially pass through the upper plate of the energy dissipation plate A, the energy dissipation plate B, and the lower plate of the energy dissipation plate A.

[0011] Preferably, the energy dissipation device support includes a U-shaped force transmission support and a force transmission shaft. The U-shaped force transmission support is welded on the surfaces of the steel beam anchoring device and the energy dissipation device connecting plate, and the force transmission shaft passes through the U-shaped force transmission support and the connecting sleeve.

[0012] Preferably, the energy dissipation plate A uses brass sheets, aluminum sheets, mild steel energy dissipation materials, or viscoelastic energy dissipation materials as friction energy dissipation materials.

[0013] Preferably, the cross-sectional height of the steel beam anchoring device is equal to the sum of the height of the precast concrete beam and the thicknesses of the two energy dissipation device connecting plates.

[0014] (III) Beneficial effects

[0015] Compared with the prior art, the present invention provides a prefabricated self-centering concrete frame joint with both high energy dissipation and high robustness, having the following beneficial effects:

[0016] 1. For the prefabricated self-centering concrete frame joint with both high energy dissipation and high robustness, when the joint rotates relatively due to disasters such as earthquakes, the precast concrete beam is separated from the steel beam anchoring device, and the formed opening angle can avoid the tensile yield of the longitudinal bars in the beam. In addition, the steel beam anchoring device is fixed to the precast concrete column through high-strength bolts, forming constraints and protection for the precast concrete column and the joint core area, avoiding the damage of the joint core area. The above measures can effectively eliminate the structural damage of the beam-column joint, ensuring that the structural members basically remain in the elastic state; at the same time, the self-centering ability of the joint is provided by the prestressed tendons, effectively reducing the residual deformation of the joint and ensuring the recoverability of the joint function after the disaster.

[0017] 2. For the prefabricated self-centering concrete frame joint with both high energy dissipation and high robustness, the energy dissipation efficiency of the damper can be effectively improved by using the displacement amplification principle, and it can be fully deformed under a small inter-story displacement, providing considerable energy dissipation capacity for the joint.

[0018] 3. The precast self-centering concrete frame joint with both high energy consumption and high robustness uses a steel beam anchoring device to provide an anchoring area for the prestressing tendons in the precast concrete beam, and then fixes the tensioned and anchored prestressed beam group to the precast column through high-strength bolts, thus realizing the span-by-span tensioning and anchoring of the prestressing tendons, avoiding the mutual influence of prestress among different beam spans on the same floor, and effectively improving the robustness of the structure.

[0019] 4. The precast self-centering concrete frame joint with both high energy consumption and high robustness adopts a tensioning method that can tension and anchor the prestressing tendons on the ground, complete the assembly of the precast concrete beam and the steel beam anchoring device, and then hoist the assembled prestressed beam group to the corresponding installation position and complete the dry connection with the precast concrete column using high-strength bolts, thus avoiding the high-altitude tensioning of the prestressing tendons, greatly improving the construction efficiency, ensuring the safety of the construction environment and making the operation process convenient.

[0020] 5. For the precast self-centering concrete frame joint with both high energy consumption and high robustness, after the energy dissipation components of the high energy consumption device are worn and aged, they can be replaced by disassembling the pin shafts on the enlarged displacement component, thus realizing the concentration of node damage and the quick replacement of damaged components. Description of the Drawings

[0021] Figure 1 is a three-dimensional schematic diagram of the frame joint of the present invention;

[0022] Figure 2 is the front view of the frame joint of the present invention;

[0023] Figure 3 is the top view of the frame joint of the present invention;

[0024] Figure 4 is the present invention Figure 3 's A-A sectional view;

[0025] Figure 5 is the front view of the steel beam anchoring device of the present invention;

[0026] Figure 6 is the present invention Figure 5 's B-B sectional view;

[0027] Figure 7 is a three-dimensional schematic diagram of the high energy consumption device of the present invention;

[0028] Figure 8 is the top view schematic diagram of the high energy consumption device of the present invention;

[0029] Figure 9 is the disassembled schematic diagram of the high energy consumption device of the present invention;

[0030] Figure 10 is the present inventionFigure 8 C-C sectional view;

[0031] Figure 11 is of the present invention Figure 8 D-D sectional view;

[0032] Figure 12 is an overall schematic diagram of the energy-consuming device support and the connecting sleeve of the present invention;

[0033] Figure 13 is a schematic diagram of the principle of the high-efficiency energy-consuming device of the present invention.

[0034] In the figure: 1, precast concrete column; 2, precast concrete beam; 3, steel beam anchoring device; 31, H-shaped steel beam; 32, connecting end plate; 33, anchoring end plate; 34, stiffening rib; 35, reinforcing plate; 4, high-efficiency energy-consuming device; 41, enlarged displacement component; 411, connecting rod; 412, pin shaft; 42, energy-consuming element; 421, energy-consuming plate A; 422, energy-consuming plate B; 423, friction bolt; 43, connecting sleeve; 5, energy-consuming device support; 51, U-shaped force-transferring support; 52, force-transferring shaft; 6, beam-end angle steel; 7, energy-consuming device connecting plate; 8, fixed steel plate; 9, high-strength bolt; 10, prestressed tendon. Specific embodiments

[0035] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0036] Please refer to Figures 1-4, the precast self-centering concrete frame joint with both high energy consumption and high robustness includes a precast concrete column 1, a precast concrete beam 2, a steel beam anchoring device 3, a high-efficiency energy dissipation device 4, an energy dissipation device support 5, beam-end angle steels 6, an energy dissipation device connecting plate 7, a fixed steel plate 8, high-strength bolts 9 and unbonded prestressing tendons 10. The precast concrete column 1 is provided with high-strength bolt holes, and the precast concrete column 1 is connected and fixed to the fixed steel plate 8 through the high-strength bolts 9; the precast concrete beam 2 is provided with unbonded prestressing tendon holes, and two beam-end angle steels 6 are symmetrically arranged at the upper and lower vertices of the beam end of the precast concrete beam 2. At the same time, energy dissipation device connecting plates 7 are embedded on the upper and lower surfaces of the precast concrete beam 2. The left end of the energy dissipation device connecting plate 7 is aligned with the left end face of the precast concrete beam 2. The contact part between the energy dissipation device connecting plate 7 and the beam-end angle steel 6 is connected by welding, and the contact part between the energy dissipation device connecting plate 7 and the precast concrete beam 2 is connected by embedded rivets; the far-column end of the steel beam anchoring device 3 is anchored and connected to the precast concrete beam 2 through the prestressing tendon 10, and the near-column end of the steel beam anchoring device 3 is tightly connected to the precast concrete column 1 through the high-strength bolts 9. Energy dissipation device supports 5 are respectively arranged on the upper surface and the lower surface of the steel beam anchoring device 3 and the energy dissipation device connecting plate 7, and a high-efficiency energy dissipation device 4 is connected between the device supports 5 on the steel beam anchoring device 3 and the energy dissipation device connecting plate 7.

[0037] Please refer to Figures 4-6 , the steel beam anchoring device 3 includes an H-shaped steel beam 31, a connecting end plate 32, an anchoring end plate 33, two stiffening ribs 34 and two reinforcing plates 35. A reinforcing plate 35 is welded on the upper and lower surfaces of the H-shaped steel beam 31 respectively. The size of the reinforcing plate 35 is the same as that of the flange plate of the H-shaped steel beam 31. The energy dissipation device support 5 is welded on the surface of the reinforcing plate 35. The far-column end of the H-shaped steel beam 31 is welded with the anchoring end plate 33. Prestressing tendon holes corresponding to the precast concrete beam 2 are opened on the anchoring end plate 33. The prestressing tendon 10 passes through the holes in the precast concrete beam 2 and the reserved holes on the anchoring end plate 33 and is anchored on the anchoring end plate 33. The near-column end of the H-shaped steel beam 31 is welded with the connecting end plate 32. Reserved holes corresponding to the high-strength bolt holes on the precast concrete column 1 are opened on the connecting end plate 32. The size of the fixed steel plate 8 is the same as that of the connecting end plate 32. Bolt holes corresponding to the positions of the bolt holes on the connecting end plate 32 are opened on the fixed steel plate 8. The high-strength bolts 9 sequentially pass through the connecting end plate 32, the precast concrete column 1 and the fixed steel plate 8. The two stiffening ribs 34 are symmetrically arranged on both sides of the web of the H-shaped steel beam 31 and are respectively connected to the connecting end plate 32, the H-shaped steel beam 31 and the anchoring end plate 33 by means of fillet welding on three sides, and their positions avoid the bolt holes on the connecting end plate 32 and the prestressing tendon holes on the anchoring end plate 33.

[0038] Please refer to Figures 7-12, the high-efficiency energy-consuming device 4 includes a displacement amplification component 41, an energy-consuming element 42, and a connecting sleeve 43. The displacement amplification component 41 is a rhombic flat truss composed of four connecting rods 411 and four pin shafts 412. The four connecting rods 411 and four pin shafts 412 are connected in sequence and arranged in a "rhombic" shape. The two pin shafts 412 on the long axis direction of both sides of the rhombic flat truss pass through the connecting sleeve 43 and the connecting rods 411 on both sides from the inside to the outside in sequence. The energy-consuming element 42 is arranged between the hinge joints of the connecting rods 411 on the short axis direction of both sides of the rhombic flat truss.

[0039] The energy-consuming element 42 includes an energy-consuming plate A421, an energy-consuming plate B422, and a friction bolt 423. The pin shafts 412 on the short axis direction of both sides of the rhombic flat truss are respectively connected to the corresponding energy-consuming plate A421, the connecting rod 411 corresponding to the energy-consuming plate A421, the energy-consuming plate B422, and the connecting rod 411 corresponding to the energy-consuming plate B422 from the inside to the outside in sequence. The working area of the energy-consuming plate A421 is a double plate, and a 3-mm copper plate is fixed on the inner side of the double plate. The working area of the energy-consuming plate B422 is a single plate. Six bolt holes are opened on the energy-consuming plate A421, and two rows of friction bolt holes corresponding to the six bolt holes are opened on the energy-consuming plate B422. The friction bolt 423 passes through the upper plate of the energy-consuming plate A421, the energy-consuming plate B422, and the lower plate of the energy-consuming plate A421 in sequence. Tightening the friction bolt 423 generates a squeezing force between the copper plate and the energy-consuming plate.

[0040] The energy-consuming device support 5 includes a U-shaped force-transfer support 51 and a force-transfer shaft 52. The U-shaped force-transfer support 51 is welded on the surfaces of the steel beam anchoring device 3 and the energy-consuming device connecting plate 7. The force-transfer shaft 52 passes through the U-shaped force-transfer support 51 and the connecting sleeve 43, fixes the connecting sleeve 43 on the U-shaped force-transfer support 51, and ensures that it can rotate around the force-transfer shaft 52.

[0041] The energy-consuming device support 5 has a certain height, and there is a certain distance between the high-efficiency energy-consuming device 4 and the surfaces of the precast concrete beam 2 and the steel beam anchoring device 3, ensuring that when the joint rotates, the high-efficiency energy-consuming device 4 does not come into contact with the beam;

[0042] The cross-sectional height of the steel beam anchoring device 3 is equal to the sum of the height of the precast concrete beam 2 and the thicknesses of two energy-consuming device connecting plates 7;

[0043] The unbonded prestressed tendons 10 can be arranged in 1 - 4 groups along the beam height according to the actual engineering needs. The stiffening ribs 34 in the steel beam anchoring device 3 are arranged staggeredly according to the arrangement of the unbonded prestressed tendons 10, and the spacing should ensure the space required for the tensioning and anchoring of the unbonded prestressed tendons;

[0044] Brass sheets are used as friction energy-consuming materials on the energy-consuming plate A421, and can be replaced with aluminum sheet friction materials, mild steel energy-consuming materials, viscoelastic energy-consuming materials, etc.

[0045] Please refer to Figure 13, the working principle of the high-efficiency energy-consuming device is as follows: When the beam-column joint rotates, the precast concrete beam 2 is separated from the steel beam anchoring device 3 to form an opening angle. The energy-consuming device support 5 provided on the surface of the precast concrete beam 2 and the energy-consuming device support 5 provided on the surface of the steel beam anchoring device 3 perform relative displacement movement, so that the enlarged displacement component in the high-efficiency energy-consuming device deforms along its long axis direction. Through the deformation coordination of the diamond-shaped flat truss, the relative displacement between the energy-consuming device supports 5 is transmitted to the relative deformation on the short axis where the energy-consuming plate A421 and the energy-consuming plate B422 are located, thereby causing relative friction between the energy-consuming plate A421 and the energy-consuming plate B422. As Figure 13 shown, when the angle between the rod on the long axis of the enlarged displacement component 411 and the beam axis direction is θ, the deformation in the short axis direction (i.e., the relative displacement between the energy-consuming plate A421 and the energy-consuming plate B422) is of the deformation in the long axis direction (i.e., the relative displacement between the energy-consuming device supports 5). When θ is less than 45°, the displacement amplification effect can be achieved.

[0046] Although the embodiments of the present invention have been shown and described, for those of ordinary skill in the art, it can be understood that various changes, modifications, substitutions, and variations can be made to these embodiments without departing from the principle and spirit of the present invention. The scope of the present invention is defined by the appended claims and their equivalents.

Claims

1. The prefabricated self-centering concrete frame joint with both high energy consumption and high robustness is characterized in that It includes a precast concrete column (1), a precast concrete beam (2), a steel beam anchoring device (3), a high-efficiency energy dissipation device (4), an energy dissipation device support (5), a beam-end angle steel (6), an energy dissipation device connecting plate (7), a fixed steel plate (8), high-strength bolts (9), and unbonded prestressing tendons (10); The precast concrete column (1) is reserved with high-strength bolt holes, and the fixed steel plate (8) is reserved with bolt holes at corresponding positions. The precast concrete column (1) is connected and fixed to the fixed steel plate (8) by high-strength bolts (9). The precast concrete beam (2) is reserved with unbonded prestressing tendon holes, and the end of the precast concrete beam (2) is anchored into the beam-end angle steel (6). The energy dissipation device connecting plate (7) is welded to the outside of the beam-end angle steel (6), and the energy dissipation device connecting plate (7) is anchored into the precast concrete beam (2) by anchor bars; The far-column end of the steel beam anchoring device (3) is anchored and connected to the precast concrete beam (2) by prestressing tendons (10), and the near-column end of the steel beam anchoring device (3) is tightly connected to the precast concrete column (1) by high-strength bolts (9). Energy dissipation device supports (5) are respectively arranged on the upper and lower surfaces of the steel beam anchoring device (3) and the energy dissipation device connecting plate (7), and a high-efficiency energy dissipation device is connected between the device supports (5) on the steel beam anchoring device (3) and the energy dissipation device connecting plate (7); The high-efficiency energy dissipation device (4) includes a displacement amplification component (41), an energy dissipation element (42), and a connecting sleeve (43). The displacement amplification component (41) is a diamond-shaped flat truss composed of four connecting rods (411) and four pin shafts (412). The four connecting rods (411) and the four pin shafts (412) are sequentially connected and arranged in a "diamond" shape. The two pin shafts (412) on the long axis direction on both sides of the diamond-shaped flat truss sequentially pass through the connecting sleeve (43) and the connecting rods (411) on both sides from the inside to the outside. The energy dissipation element (42) is arranged between the hinges of the connecting rods (411) on the short axis direction on both sides of the diamond-shaped flat truss; The energy dissipation element (42) includes an energy dissipation plate A (421), an energy dissipation plate B (422), and a friction bolt (423). The pin shafts (412) on the short axis direction on both sides of the diamond-shaped flat truss are respectively connected from the inside to the outside to the corresponding energy dissipation plate A (421), the connecting rod (411) corresponding to the energy dissipation plate A (421), the energy dissipation plate B (422), and the connecting rod (411) corresponding to the energy dissipation plate B (422). The working area of the energy dissipation plate A (421) is a double plate, and a 3-mm copper plate is fixed to the inside of the double plate. The working area of the energy dissipation plate B (422) is a single plate. The energy dissipation plate A (421) is provided with six bolt holes, and the energy dissipation plate B (422) is provided with two rows of friction bolt holes corresponding to the six bolt holes. The friction bolt (423) sequentially passes through the upper plate of the energy dissipation plate A (421), the energy dissipation plate B (422), and the lower plate of the energy dissipation plate A (421).

2. The prefabricated self-centering concrete frame joint with both high energy consumption and high robustness according to claim 1, wherein: The steel beam anchoring device (3) includes an H-shaped steel beam (31), a connecting end plate (32), an anchoring end plate (33), two stiffeners (34) and two reinforcing plates (35). A reinforcing plate (35) is welded to the upper and lower surfaces of the H-shaped steel beam (31). The size of the reinforcing plate (35) is the same as that of the flange plate of the H-shaped steel beam (31). The energy dissipation device support (5) is welded to the surface of the reinforcing plate (35). The far-column end of the H-shaped steel beam (31) is welded with the anchoring end plate (33). Prestressed tendon holes corresponding to the precast concrete beam (2) are formed in the anchoring end plate (33). The prestressed tendon (10) passes through the holes in the precast concrete beam (2) and the reserved holes in the anchoring end plate (33), and is anchored on the anchoring end plate (33). The near-column end of the H-shaped steel beam (31) is welded with the connecting end plate (32). Reserved holes corresponding to the high-strength bolt holes on the precast concrete column (1) are formed in the connecting end plate (32). The size of the fixing steel plate (8) is the same as that of the connecting end plate (32). Bolt holes corresponding to the positions of the bolt holes on the connecting end plate (32) are formed in the fixing steel plate (8). The high-strength bolts (9) sequentially pass through the connecting end plate (32), the precast concrete column (1) and the fixing steel plate (8). The two stiffeners (34) are symmetrically arranged on both sides of the web of the H-shaped steel beam (31), and are respectively connected to the connecting end plate (32), the H-shaped steel beam (31) and the anchoring end plate (33) by means of fillet welding all around, and their positions avoid the bolt holes on the connecting end plate (32) and the prestressed tendon holes on the anchoring end plate (33).

3. The prefabricated self-centering concrete frame joint with both high energy consumption and high robustness according to claim 1, characterized in that: The energy dissipation device support (5) includes a U-shaped force transmission support (51) and a force transmission shaft (52). The U-shaped force transmission support (51) is welded to the surfaces of the steel beam anchoring device (3) and the energy dissipation device connecting plate (7). The force transmission shaft (52) passes through the U-shaped force transmission support (51) and the connecting sleeve (43).

4. The prefabricated self-centering concrete frame joint with both high energy consumption and high robustness according to claim 1, characterized in that: The energy dissipation plate A (421) uses brass sheets, aluminum sheets, mild steel energy dissipation materials or viscoelastic energy dissipation materials as friction energy dissipation materials.

5. The prefabricated self-centering concrete frame joint with both high energy consumption and high robustness according to claim 1, characterized in that: The sectional height of the steel beam anchoring device (3) is equal to the sum of the height of the precast concrete beam (2) and the thicknesses of the two energy dissipation device connecting plates (7).

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