Prefabricated wall and frame beam pressure-bearing type viscoelastic damping energy dissipation node

Abstract

The invention relates to the technical field of wall connection, and discloses a prefabricated wall and frame beam pressure-bearing viscoelastic damping energy dissipation node which comprises a shell unit and a functional unit. The shell unit comprises a beam connecting steel plate, a wall connecting steel plate is arranged on the beam connecting steel plate, and vertical steel plates are fixedly installed at the two ends of the wall connecting steel plate. The functional unit comprises I-shaped steel fixedly installed on the beam connecting steel plate, and four pieces of laminated rubber are symmetrically and fixedly installed on the two sides of the I-shaped steel. According to the pressure-bearing type viscoelastic damping energy dissipation node for the prefabricated wall and the frame beam, pressure is applied to the laminated rubber, so that the shear rigidity is increased, the connection rigidity is provided, elasticity is kept in the small earthquake stage of the structure, multi-level load and deformation control of different earthquake intensity areas is achieved by applying different fastening degrees, and under the assistance of the reset spring, the energy dissipation effect is improved. And the durability, the post-earthquake recoverability and the anti-seismic toughness of the energy dissipation node are improved by depending on the good resetting capability of the rubber.

Description

Technical Field

[0001] The present invention relates to the technical field of wall connections, and in particular to a precast wall and frame beam bearing viscoelastic damping energy dissipation joint. Background Art

[0002] Relatively mature systems of main structures such as precast concrete structures and steel structures have been formed and widely applied. The seismic isolation and energy dissipation technology is applied to the main structure of buildings. Flexible connection joints are adopted between the infill wall and the main structure, which can greatly reduce the degree of seismic damage and effectively reduce the seismic action of the structure.

[0003] It is found that a Chinese utility model patent with the publication number CN217538101U discloses an energy dissipation joint integrating a mild steel damper, including a concrete column, a concrete beam, a plug-in member, a mild steel damper, and an I-shaped steel. The plug-in member is embedded at the connection node on the side of the concrete column. One end of the mild steel damper is inserted into the plug-in member, and the other end is connected to the concrete beam. The I-shaped steel is arranged below the plug-in member, including a left I-shaped steel and a right I-shaped steel. The fixed end of the left I-shaped steel is embedded in the concrete column, and the fixed end of the right I-shaped steel is embedded in the concrete beam. The connecting ends of the left I-shaped steel and the right I-shaped steel are connected and locked by a locking member. The concrete column is a precast column, and the concrete beam is a precast beam. Steel skeletons are arranged in both the precast column and the precast beam. The embedded parts of the plug-in member, the mild steel damper, the left I-shaped steel, and the right I-shaped steel are connected to the corresponding steel skeletons. This energy dissipation joint does not require wet operation during on-site construction, has considerable energy dissipation capacity, and improves the strength, energy dissipation capacity, and seismic performance of the joint area.

[0004] In view of the above and existing related technologies, the inventor believes that the following defects often exist: The joint connection forms of precast exterior walls still adopt traditional connection forms such as steel bar anchoring, fasteners, and hooks, which are difficult to avoid the current situation of the traditional structural failure mode of serious damage under seismic action. The repair work cycle of the damaged enclosure wall after an earthquake is long and the cost is high. Moreover, the above energy dissipation joint is cumbersome to install, has a complex structure, and its shock absorption method mainly relies on the mild steel damper. The shock absorption method is single and cannot well cope with the damage caused by complex and changeable earthquakes. And after the wall and the joint are installed and affected by vibration, the connection between its components is likely to become loose, thereby affecting its energy dissipation effect and even leading to failure, affecting the use safety. Summary of the Invention

[0005] The technical problem to be solved by the present invention is that in the prior art, there are disadvantages that the precast wall and the frame beam cannot effectively cope with seismic hazards, the energy dissipation joint is inconvenient to install and there are potential safety hazards in use. For this reason, we propose a precast wall and frame beam bearing viscoelastic damping energy dissipation joint.

[0006] To achieve the above object, the present application adopts the following technical solution: a precast wall and frame beam bearing viscoelastic damping energy dissipation joint, comprising a housing unit and a functional unit; Wherein, the housing unit includes a beam connecting steel plate, four beam connecting bolt holes are symmetrically opened at the four corners of the beam connecting steel plate, beam connecting bolts are arranged in the beam connecting bolt holes, a wall connecting steel plate is arranged on the opposite side of the beam connecting steel plate, vertical steel plates perpendicular to the wall connecting steel plate are fixedly installed at both ends of the wall connecting steel plate, four wall connecting bolt holes are opened at the four corners of the wall connecting steel plate, and wall connecting bolts are arranged in the wall connecting bolt holes; Wherein, the functional unit includes an I-beam fixedly installed on the opposite sides of the beam connecting steel plate and the wall connecting steel plate, four laminated rubbers are symmetrically and fixedly installed on both sides of the I-beam, two pressure-bearing cross plates adapted to the vertical steel plates are symmetrically arranged on the wall connecting steel plate, protrusions are fixedly installed at both ends of the pressure-bearing cross plate, third long holes are opened at the four corners of the vertical steel plate, combined bolt holes adapted to the third long holes are opened on the protrusions, and combined bolts passing through the third long holes are screwed in the combined bolt holes; Wherein, a reset assembly is arranged on the I-beam, and a pressurizing assembly is arranged between the I-beam and the pressure-bearing cross plate.

[0007] Preferably, the size of the beam connecting steel plate is 150mm×100mm×5mm, the diameter of the beam connecting bolt hole is 8mm, the distance from the center of the beam connecting bolt hole to the long side of the beam connecting steel plate is 36mm and the distance to the short side of the beam connecting steel plate is 12mm, the beam connecting bolt is adapted to the beam connecting bolt hole, the size of the wall connecting steel plate is 150mm×130mm×3mm, the size of the vertical steel plate is 100mm×55mm×2mm, the flange plate size of the I-beam 3 is 50mm×50mm×5mm, the diameter of the wall connecting bolt hole is 8mm, and the distance from the center of the wall connecting bolt hole to the long side of the wall connecting steel plate is 38mm and the distance to the short side of the wall connecting steel plate is 8mm, the wall connecting bolt is an 8mm diameter expansion bolt, the web size of the I-beam is 100mm×50mm×5mm, the diameter of the combined bolt hole is 4mm and is adapted to the combined bolt, the size of the pressure-bearing cross plate is 146mm×55mm×3mm, the size of the protrusion is 10mm×55mm×8mm, the size of the third long hole is 10mm×4mm×2mm, the laminated rubber is composed of twenty-three basic units of rubber and steel plates stacked together, and the size of the basic unit of the laminated rubber is 20mm×60mm×2mm.

[0008] Preferably, the reset component includes eight fixed bolt holes symmetrically formed in the flange plates of the I-beam. Fixed bolts are arranged in the fixed bolt holes. The fixed bolts pass through the fixed bolt holes and the screw ends thereof point to the vertical steel plate. A fixed nut is screwed on the fixed bolts and the fixed nut is arranged at one end of the I-beam opposite to the vertical steel plate. A reset spring is fixedly installed at one end of the fixed nut away from the I-beam.

[0009] Preferably, the diameter of the fixed bolt hole is 4 mm and is adapted to the fixed bolt. The distance between the center of the fixed bolt hole and the edge of the flange plate of the I-beam is 12 mm. The reset spring is welded to the fixed nut. The sum of the lengths of the reset spring and the fixed nut after connection is 23 mm. The diameter of the threaded hole of the fixed nut is 4 mm, and the diameter of the screw of the fixed bolt is 4 mm.

[0010] Preferably, the pressing component includes a first long hole formed in the web of the I-beam along the longitudinal axis. Two second long holes adapted to the first long hole are symmetrically formed in the bearing cross plate. Two long bolts passing through the two ends of the second long holes are slidably installed in the first long hole. Bearing nuts are screwed at both ends of the long bolts.

[0011] Preferably, the size of the first long hole is 60 mm×10 mm and is adapted to the long bolt. The size of the second long hole is 10 mm×20 mm×3 mm and is adapted to the long bolt. The diameter of the long bolt is 10 mm, and the threaded diameter of the bearing nut is 10 mm.

[0012] Preferably, a limiting component is arranged on one of the bearing cross plates; Wherein, the limiting component includes sliding grooves one symmetrically formed on both sides of the second long hole. Sliders are slidably installed in the sliding grooves one. A fixed frame adapted to the bearing nut is fixedly installed on the two sliders; Wherein, a locking component is arranged on the other bearing cross plate.

[0013] Preferably, the locking component includes sliding grooves two symmetrically formed on both sides of the bearing cross plate. A sliding rod is slidably installed on the sliding grooves two. An installation rod adapted to the sliding rod is slidably installed on the sliding grooves two. A ratchet rack is fixedly installed at the center of the installation rod. A through hole adapted to the ratchet rack is formed at the center of the sliding rod. An installation groove is formed in the through hole. A ratchet pawl is slidably installed in the installation groove. A spring one is fixedly installed between the ratchet pawl and the installation groove.

[0014] Preferably, a fillet is formed on the inner side wall of one end of the fixed frame away from the bearing cross plate.

[0015] Preferably, a wedge-shaped gasket is provided between the beam connecting bolt and the beam connecting steel plate, and a wedge-shaped gasket is provided between the wall connecting bolt and the wall connecting steel plate.

[0016] Technical effects and advantages of the present invention: In the present invention, the pressure-bearing viscoelastic damper is installed between the frame beam and the assembled wall panel by arranging beam connecting bolts and wall connecting bolts. The node does not protrude from the wall and the structural form is not changed, thereby ensuring the beauty of the indoor space of the building. The steel and rubber used have a high degree of industrialization and are easy to obtain. The reset assembly, the pressure-bearing transverse plate and the laminated rubber can provide the structure with rigidity and greater damping, effectively reducing the seismic response of the building. The invention has strong energy dissipation capacity, reliable performance, simple structure, convenient manufacturing and wide engineering applicability. In the present invention, by providing long bolts and pressure nuts, pressure can be applied to the laminated rubber to increase the shear stiffness, the laminated rubber does not produce shear deformation, the pressure-bearing viscoelastic damper does not work, and only provides connection stiffness, ensuring that the structure maintains elasticity in the small earthquake stage, and applying different tightening degrees by long bolts to control the stiffness and deformation capacity of the laminated rubber, thereby achieving multi-level load and deformation control in different earthquake intensity areas, and realizing the universality of the node. When the earthquake action reaches and exceeds the design earthquake, the laminated rubber begins to produce deformation energy consumption. Since the rubber itself has a good self-reset function, and the multiple reset springs on both sides of the I-beam can also assist in reset, the durability, post-earthquake recoverability and seismic toughness of the energy-consuming node are improved; In the present invention, by providing a fixing frame and a sliding rod, the pressure nut can be limited after being adjusted to prevent it from loosening during vibration, thereby improving the safety and reliability of the system and avoiding failure during long-term use. The sliding rod and the mounting rod can cooperate to achieve limiting after the adjustment is completed, so that the pressure nut will not be affected during the installation process, which facilitates the installation and adjustment of the system and improves the practicality of the system. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] The disclosure of the present invention is illustrated with reference to the accompanying drawings. It should be understood that the drawings are for illustrative purposes only and are not intended to limit the scope of protection of the present invention. In the accompanying drawings, the same reference numerals are used to refer to the same components: Figure 1 It is a schematic diagram of the overall structure of the present invention; Figure 2 It is a multi-angle structural schematic diagram of the present invention; Figure 3 It is a schematic diagram of the internal structure of the present invention; Figure 4 It is a schematic diagram of the local structure of the present invention; Figure 5 Structural schematic diagram of the wall connection steel plate of the present invention; Figure 6 Structural schematic diagram of the pressure-bearing cross plate of the present invention; Figure 7 Structural schematic diagram of the I-beam of the present invention; Figure 8 Structural schematic diagram of the reset assembly of the present invention; Figure 9 is Figure 2 Enlarged structural schematic diagram at position A in Figure 10 Partial sectional structural schematic diagram of the present invention.

[0018] Legend: 1. Beam connection steel plate; 11. Beam connection bolt hole; 12. Beam connection bolt; 2. Wall connection steel plate; 21. Vertical steel plate; 22. Wall connection bolt hole; 23. Wall connection bolt; 3. I-beam; 31. Laminated rubber; 32. Pressure-bearing cross plate; 33. Third long hole; 34. Combined bolt hole; 35. Combined bolt; 4. Fixed bolt hole; 41. Fixed bolt; 42. Fixed nut; 43. Reset spring; 5. First long hole; 51. Second long hole; 52. Long bolt; 53. Pressure-bearing nut; 6. First chute; 61. Slide block; 62. Fixed frame; 7. Second chute; 71. Slide rod; 72. Installation rod; 73. Ratchet rack; 74. Through hole; 75. Installation groove; 76. Pawl; 77. First spring. Detailed implementation manners

[0019] It is easy to understand that according to the technical solution of the present invention, without changing the essence of the present invention, those of ordinary skill in the art can propose various structural forms and implementation manners that can be mutually replaced. Therefore, the following detailed implementation manners and the accompanying drawings are only exemplary descriptions of the technical solution of the present invention, and should not be regarded as the whole of the present invention or as a limitation or restriction on the technical solution of the present invention.

[0020] Refer to Figures 1 to 10As shown in the figure, the present invention provides a technical solution: a precast wall and frame beam pressure-bearing viscoelastic damping energy dissipation joint, including a housing unit and a functional unit; wherein, the housing unit includes a beam connection steel plate 1, and four beam connection bolt holes 11 are symmetrically opened at the four corners of the beam connection steel plate 1. A beam connection bolt 12 is arranged in the beam connection bolt hole 11. On the opposite side of the beam connection steel plate 1, there is a wall connection steel plate 2. Vertically arranged vertical steel plates 21 are fixedly installed at both ends of the wall connection steel plate 2. Four wall connection bolt holes 22 are opened at the four corners of the wall connection steel plate 2. A wall connection bolt 23 is arranged in the wall connection bolt hole 22; wherein, the functional unit includes an I-beam 3 fixedly installed on the opposite side of the beam connection steel plate 1 and the wall connection steel plate 2. Four laminated rubbers 31 are symmetrically and fixedly installed on both sides of the I-beam 3. Two pressure-bearing cross plates 32 adapted to the vertical steel plates 21 are symmetrically arranged on the wall connection steel plate 2. Protrusions are fixedly installed at both ends of the pressure-bearing cross plate 32. Third long holes 33 are opened at the four corners of the vertical steel plate 21. A combined bolt hole 34 adapted to the third long hole 33 is opened on the protrusion. A combined bolt 35 passing through the third long hole 33 is screwed in the combined bolt hole 34; wherein, a reset assembly is arranged on the I-beam 3, and a pressurizing assembly is arranged between the I-beam 3 and the pressure-bearing cross plate 32; The size of the beam connection steel plate 1 is 150mm×100mm×5mm, the diameter of the beam connection bolt hole 11 is 8mm, the distance from the center of the beam connection bolt hole 11 to the long side of the beam connection steel plate 1 is 36mm and the distance to the short side of the beam connection steel plate 1 is 12mm. The beam connection bolt 12 is adapted to the beam connection bolt hole 11. The size of the wall connection steel plate 2 is 150mm×130mm×3mm, the size of the vertical steel plate 21 is 100mm×55mm×2mm, the size of the flange plate of the I-beam 3 is 50mm×50mm×5mm, the diameter of the wall connection bolt hole 22 is 8mm, and the distance from the center of the wall connection bolt hole 22 to the long side of the wall connection steel plate 2 is 38mm, and the distance to the short side of the wall connection steel plate 2 is 8mm. The wall connection bolt 23 is an 8mm diameter expansion bolt. The size of the web of the I-beam 3 is 100mm×50mm×5mm, the diameter of the combined bolt hole 34 is 4mm and is adapted to the combined bolt 35. The size of the pressure-bearing cross plate 32 is 146mm×55mm×3mm, the size of the protrusion is 10mm×55mm×8mm, the size of the third long hole 33 is 10mm×4mm×2mm. The laminated rubber 31 is composed of twenty-three basic units of rubber and steel plates. The size of the basic unit of the laminated rubber 31 is 20mm×60mm×2mm; A wedge-shaped gasket is arranged between the beam connection bolt 12 and the beam connection steel plate 1, and a wedge-shaped gasket is arranged between the wall connection bolt 23 and the wall connection steel plate 2;When the seismic action of the structure reaches or exceeds the design earthquake, the node drives the I-beam 3 through the beam connecting steel plate 1, and then drives the laminated rubber 31 to repeatedly deform along the longitudinal axis of the beam to consume the seismic energy, achieving the working goal of the prefabricated wall "repairable in a large earthquake and not collapsing in a huge earthquake". ;

[0021] Reference Figure 3 , Figure 7 and Figure 8 As shown, the reset assembly includes eight fixing bolt holes 4 symmetrically opened on the flange plate of the I-beam 3, and fixing bolts 41 are arranged in the fixing bolt holes 4. The fixing bolts 41 pass through the fixing bolt holes 4 and the screw ends thereof point to the vertical steel plate 21. The fixing bolts 41 are screwed with fixing nuts 42, and the fixing nuts 42 are arranged at the end of the I-beam 3 opposite to the vertical steel plate 21. The end of the fixing nut 42 away from the I-beam 3 is fixedly installed with a reset spring 43; the diameter of the fixing bolt hole 4 is 4 mm, and is aligned with the fixing bolt hole 4. The fixed bolt 41 is adapted, the distance between the center of the fixing bolt hole 4 and the edge of the flange plate of the I-beam 3 is 12mm, the reset spring 43 and the fixing nut 42 are welded and connected, the sum of the lengths of the reset spring 43 and the fixing nut 42 after connection is 23mm, the threaded hole diameter of the fixing nut 42 is 4mm, and the diameter of the screw of the fixing bolt 41 is 4mm; when an earthquake occurs, the reset spring 43 contacts the vertical steel plate 21 and can reset the I-beam 3 and the laminated rubber 31 under the action of elastic force.

[0022] Reference Figure 4 , Figure 6 , Figure 7 and Figure 9 As shown, the pressure component includes a first long hole 5 centrally opened on the web of the I-beam 3 along the longitudinal axis direction, and two second long holes 51 matched with the first long hole 5 are symmetrically opened on the pressure cross plate 32. Two long bolts 52 passing through the second long holes 51 at both ends are slidably installed in the first long hole 5, and pressure nuts 53 are screwed on both ends of the long bolts 52; the size of the first long hole 5 is 60mm×10mm, and it is matched with the long bolt 52, the size of the second long hole 51 is 10mm×20mm×3mm, and it is matched with the long bolt 52, the diameter of the long bolt 52 is 10mm, and the thread diameter of the pressure nut 53 is 10mm; during installation, the distance between the pressure cross plates 32 can be adjusted by adjusting the pressure nuts 53, thereby adjusting the pressure of the laminated rubber 31 and improving the applicability of the equipment.

[0023] Reference Figure 2 , Figure 4 , Figure 9 and Figure 10As shown, a pressure-bearing cross plate 32 is provided with a limit component; wherein, the limit component includes a first chute 6 symmetrically opened on both sides of the second long hole 51, a slider 61 is slidably installed in the first chute 6, and a fixing frame 62 adapted to the pressure-bearing nut 53 is fixedly installed on the two sliders 61; wherein, a locking component is provided on the other pressure-bearing cross plate 32; the locking component includes a second chute 7 symmetrically opened on both sides of the pressure-bearing cross plate 32, a sliding rod 71 is slidably installed on the second chute 7, and an installation rod 72 adapted to the sliding rod 71 is slidably installed on the second chute 7, a ratchet rack 73 is fixedly installed at the center of the installation rod 72, a through hole 74 adapted to the ratchet rack 73 is opened at the center of the sliding rod 71, an installation groove 75 is opened in the through hole 74, a ratchet pawl 76 is slidably installed in the installation groove 75, and a first spring 77 is fixedly installed between the ratchet pawl 76 and the installation groove 75; a fillet is opened on the inner side wall of the end of the fixing frame 62 away from the pressure-bearing cross plate 32; after installing and fixing one side of the pressure-bearing nut 53 and clamping it into the fixing frame 62, its rotation is restricted to maintain the set position, enhancing the stability of the equipment. The fillet design facilitates the clamping operation of the pressure-bearing nut. After adjusting the other pressure-bearing nut 53 to the preset pressure, through the cooperation of structures such as the sliding rod 71, the installation rod 72, the ratchet rack 73, and the ratchet pawl 76, the pressure-bearing nut 53 is tightly clamped and limited to avoid loosening due to vibration, improving the reliability and safety of the equipment.

[0024] Working principle: When in use, before installing the frame beam and the precast wall, first drill holes at the predetermined positions, install the beam connection bolts 12 and the wall connection bolts 23. Among them, grooves need to be reserved on the precast wall according to the corresponding dimensions. Then, connect and fix the beam connection steel plate 1 and the frame beam through the beam connection bolts 12, connect and fix the wall connection steel plate 2 and the precast wall through the wall connection bolts 23, install the precast wall equipped with the wall connection steel plate 2 and the frame, so that the beam connection steel plate 1 and the wall connection steel plate 2 are in the correct corresponding positions. Install the fixing bolts 41, fixing nuts 42 and return springs 43 in the fixing bolt holes 4 on the two flange plates of the I-beam 3. Install four laminated rubbers 31 on both sides of the web of the I-beam 3, and use structural adhesive to firmly bond them to the web of the I-beam 3. Install the pressure-bearing cross plate 32 and the long bolt 52, tighten the pressure-bearing nut 53 so that the pressure between the two pressure-bearing cross plates 32 reaches the predetermined requirement. Finally, tightly connect the vertical steel plate 21 and the pressure-bearing cross plate 32 through the combination bolt 35 to complete the node installation. The wedge-shaped gaskets provided between the beam connection bolts 12 and the beam connection steel plate 1 and between the wall connection bolts 23 and the wall connection steel plate 2 can make the beam connection steel plate 1 and the wall connection steel plate 2 firmly connected to the precast wall and the beam after installation, and the beam connection bolts 12 and the wall connection bolts 23 will not loosen under the locking of the wedge-shaped gaskets, improving the reliability of the equipment; When the seismic action of the structure reaches the fortification earthquake, the shear stiffness is controlled by pressing the laminated rubber 31 with the pressure-bearing nut 53, and the device does not work, only providing connection stiffness. The seismic action transmitted from the frame to the precast wall is borne by the laminated rubber and the self-strength of the precast wall, achieving the working goal of "not being damaged in the medium earthquake" for the precast wall; When the seismic action of the structure reaches and exceeds the fortification earthquake, the node drives the I-beam 3 through the beam connecting steel plate 1, and then drives the laminated rubber 31 to deform repeatedly along the longitudinal axis of the beam to consume seismic energy. The laminated rubber 31 and the plate, and the reset spring 43 assists the laminated rubber 31 to self-reset, achieving the working goals of "repairable in the major earthquake and not collapsing in the extremely strong earthquake" for the precast wall; And when installing the long bolt 52, first install the pressure-bearing nut 53 on one side and fix its fixing frame 62 and snap it into the fixing frame 62, thus restricting the rotation of the pressure-bearing nut 53 and ensuring that it maintains the set position during use, improving the stability of the device. And with the help of the rounded corners, it is easier to achieve the snapping operation, simplifying the operation method. The pressure-bearing nut 53 at the other end can move the slide bar 71 and the installation rod 72 towards the pressure-bearing nut 53 along the second chute 7 after being adjusted to the preset pressure, so that the ratchet rack 73 passes through the through hole 74 and compresses the pawl 76 and the first spring 77, so that the installation rod 72 and the slide bar 71 tightly clamp both ends of the pressure-bearing nut 53. Then, under the action of the ratchet rack 73 and the pawl 76, it is limited, preventing it from loosening due to vibration, further improving the reliability and safety of the device. And when adjusting the pressure-bearing nut 53, the slide bar 71 and the installation rod 72 are located at both ends, which will not affect the operation of the pressure-bearing nut 53, facilitating installation. And the first chute 6 and the second chute 7 can enable the long bolt 52 to slide in the second long slot 51, cooperating with the laminated rubber 31 to achieve earthquake prevention, and can meet the need of flexible earthquake resistance while achieving anti-loosening and limiting.

[0025] The technical scope of the present invention is not limited to the content described above. Those skilled in the art can make various deformations and modifications to the above embodiments without departing from the technical idea of the present invention, and these deformations and modifications should all fall within the protection scope of the present invention.

Claims

1. A precast wall and frame beam bearing viscoelastic damping energy dissipation joint, characterized in that It includes a housing unit and a functional unit; Among them, the housing unit includes a beam connection steel plate (1). Four beam connection bolt holes (11) are symmetrically opened at the four corners of the beam connection steel plate (1). A beam connection bolt (12) is arranged in the beam connection bolt hole (11). A wall connection steel plate (2) is arranged on the opposite side of the beam connection steel plate (1). Vertical steel plates (21) perpendicular to the wall connection steel plate (2) are fixedly installed at both ends of the wall connection steel plate (2). Four wall connection bolt holes (22) are opened at the four corners of the wall connection steel plate (2). A wall connection bolt (23) is arranged in the wall connection bolt hole (22); Among them, the functional unit includes an I-beam (3) fixedly installed on the opposite side of the beam connection steel plate (1) and the wall connection steel plate (2). Four laminated rubbers (31) are symmetrically and fixedly installed on both sides of the I-beam (3). Two pressure-bearing cross plates (32) adapted to the vertical steel plates (21) are symmetrically arranged on the wall connection steel plate (2). Protrusions are fixedly installed at both ends of the pressure-bearing cross plate (32). Third long holes (33) are opened at the four corners of the vertical steel plate (21). A combined bolt hole (34) adapted to the third long hole (33) is opened on the protrusion. A combined bolt (35) passing through the third long hole (33) is screwed in the combined bolt hole (34); Among them, a reset component is arranged on the I-beam (3), and a pressurizing component is arranged between the I-beam (3) and the pressure-bearing cross plate (32).

2. The precast wall and frame beam pressure-bearing viscoelastic damping energy dissipation joint according to claim 1, wherein: The size of the beam connecting steel plate (1) is 150 mm × 100 mm × 5 mm. The diameter of the beam connecting bolt hole (11) is 8 mm. The center of the beam connecting bolt hole (11) is 36 mm away from the long side of the beam connecting steel plate (1) and 12 mm away from the short side of the beam connecting steel plate (1). The beam connecting bolt (12) is adapted to the beam connecting bolt hole (11). The size of the wall connecting steel plate (2) is 150 mm × 130 mm × 3 mm. The size of the vertical steel plate (21) is 100 mm × 55 mm × 2 mm. The size of the flange plate of the I-beam (3) is 50 mm × 50 mm × 5 mm. The diameter of the wall connecting bolt hole (22) is 8 mm. The center of the wall connecting bolt hole (22) is 38 mm away from the long side of the wall connecting steel plate (2) and 8 mm away from the short side of the wall connecting steel plate (2). The wall connecting bolt (23) is an 8-mm diameter expansion bolt. The size of the web of the I-beam (3) is 100 mm × 50 mm × 5 mm. The diameter of the combined bolt hole (34) is 4 mm and it is adapted to the combined bolt (35). The size of the bearing cross plate (32) is 146 mm × 55 mm × 3 mm. The size of the protruding part is 10 mm × 55 mm × 8 mm. The size of the third long hole (33) is 10 mm × 4 mm × 2 mm. The laminated rubber (31) is composed of twenty-three basic units of rubber and steel plates stacked together. The size of the basic unit of the laminated rubber (31) is 20 mm × 60 mm × 2 mm.

3. The precast wall and frame beam bearing viscoelastic damping energy dissipation joint according to claim 1, characterized in that: The reset assembly includes eight fixed bolt holes (4) symmetrically opened on the flange plate of the I-beam (3). Fixed bolts (41) are arranged in the fixed bolt holes (4). The fixed bolts (41) pass through the fixed bolt holes (4) and the screw ends thereof point to the vertical steel plate (21). Fixed nuts (42) are screwed on the fixed bolts (41) and the fixed nuts (42) are arranged at one end of the I-beam (3) opposite to the vertical steel plate (21). A reset spring (43) is fixedly installed at one end of the fixed nut (42) away from the I-beam (3).

4. The precast wall and frame beam bearing type viscoelastic damping energy dissipation joint according to claim 3, characterized in that: The diameter of the fixed bolt hole (4) is 4 mm and it is adapted to the fixed bolt (41). The center of the fixed bolt hole (4) is 12 mm away from the edge of the flange plate of the I-beam (3). The reset spring (43) is welded to the fixed nut (42). The sum of the lengths of the reset spring (43) and the fixed nut (42) after connection is 23 mm. The diameter of the threaded hole of the fixed nut (42) is 4 mm. The diameter of the screw of the fixed bolt (41) is 4 mm.

5. The bearing type viscoelastic damping energy dissipation joint of the precast wall and the frame beam according to claim 3, characterized in that: The pressurizing assembly includes a first long hole (5) centrally opened in the web of the I-beam (3) along the longitudinal axis direction. Two second long holes (51) adapted to the first long hole (5) are symmetrically opened on the pressure-bearing transverse plate (32). Two long bolts (52) passing through the two ends of the second long holes (51) are slidably installed in the first long hole (5). Pressure-bearing nuts (53) are screwed at both ends of the long bolts (52).

6. The precast wall and frame beam bearing viscoelastic damping energy dissipation joint according to claim 5, characterized in that: The size of the first long hole (5) is 60mm×10mm and is adapted to the long bolt (52). The size of the second long hole (51) is 10mm×20mm×3mm and is adapted to the long bolt (52). The diameter of the long bolt (52) is 10mm, and the thread diameter of the pressure-bearing nut (53) is 10mm.

7. The bearing type viscoelastic damping energy dissipation joint of the precast wall and the frame beam according to claim 5, characterized in that: A limiting assembly is provided on one of the pressure-bearing transverse plates (32); Among them, the limiting assembly includes sliding grooves one (6) symmetrically opened on both sides of the second long hole (51). Sliders (61) are slidably installed in the sliding grooves one (6). A fixing frame (62) adapted to the pressure-bearing nut (53) is fixedly installed on the two sliders (61); Among them, a locking assembly is provided on the other pressure-bearing transverse plate (32).

8. The precast wall and frame beam pressure-bearing viscoelastic damping energy dissipation joint according to claim 7, characterized in that: The locking assembly includes sliding grooves two (7) symmetrically opened on both sides of the pressure-bearing transverse plate (32). A sliding rod (71) is slidably installed on the sliding grooves two (7). An installation rod (72) adapted to the sliding rod (71) is slidably installed on the sliding grooves two (7). A ratchet rack (73) is fixedly installed at the center of the installation rod (72). A through hole (74) adapted to the ratchet rack (73) is opened at the center of the sliding rod (71). An installation groove (75) is opened in the through hole (74). A ratchet pawl (76) is slidably installed in the installation groove (75). A spring one (77) is fixedly installed between the ratchet pawl (76) and the installation groove (75).

9. The precast wall and frame beam bearing type viscoelastic damping energy dissipation joint according to claim 7, characterized in that: A fillet is opened on the inner side wall of the end of the fixing frame (62) away from the pressure-bearing transverse plate (32).

10. The precast wall and frame beam bearing viscoelastic damping energy dissipation joint according to claim 1, characterized in that: A wedge-shaped gasket is provided between the beam connection bolt (12) and the beam connection steel plate (1), and a wedge-shaped gasket is provided between the wall connection bolt (23) and the wall connection steel plate (2).

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