A fabricated building component

Abstract

The application relates to a fabricated building component, which comprises a shear wall body, the shear wall body comprising a wall body, steel plates, connecting pieces and hidden columns; the steel plates are provided in two, the steel plates are arranged on the two sides of the wall body, and the steel plates abut against the wall body; the connecting pieces are arranged through the steel plates and the wall body, the end portions of the connecting pieces abut against and are fixed with the steel plates; the hidden columns are embedded in the wall body and are arranged at intervals along the length direction of the wall body; the hidden columns comprise vertically arranged steel reinforcement cages and concrete embedded in the steel reinforcement cages. In the application, the steel plates are fixed on the two sides of the wall body through the connecting pieces, so that the out-of-plane constraint is applied to the wall body; and the steel reinforcement cages of the hidden columns in the wall body internally constrain the concrete in the wall body. That is, the out-of-plane constraint and the internal constraint are applied to the concrete in the wall body through the cooperation of the steel plates and the steel reinforcement cages, so that the local yielding of the shear wall is reduced or delayed; the bearing capacity of the shear wall is improved, and the seismic performance of the shear wall body and the fabricated building is improved.

Description

Technical Field

[0001] This application relates to the field of building engineering technology, and in particular to a prefabricated building component. Background Technology

[0002] With the development of prefabricated buildings in my country, the seismic performance of prefabricated building components has attracted widespread attention.

[0003] In prefabricated buildings, shear wall components primarily bear horizontal forces caused by wind loads and earthquakes. In high-rise buildings, the shear wall components on the ground floor also bear significant vertical forces. Under reciprocating seismic loading, the shear wall body experiences complex external forces, making it prone to localized yielding, thus affecting its load-bearing capacity and the prefabricated building's ability to resist earthquakes. Summary of the Invention

[0004] In order to reduce the phenomenon of local yielding of prefabricated shear wall components under seismic loading, this application provides a prefabricated building component.

[0005] This application provides a prefabricated building component, which adopts the following technical solution: A prefabricated building component includes a shear wall body for connection to a beam component; the shear wall body includes a wall, steel plates, connectors, and concealed columns; two steel plates are provided, located on both sides of the wall, and abutting against the wall; the connectors pass through the steel plates and the wall, with their ends abutting and fixed to the steel plates; the concealed columns are vertically embedded in the wall, with at least two concealed columns provided, spaced apart along the length of the wall; each concealed column includes a vertically arranged reinforcing cage and concrete embedded in the reinforcing cage.

[0006] By adopting the above technical solution, the steel plate is fixed to both sides of the wall through connectors, thereby applying out-of-plane restraint to the wall. Meanwhile, the reinforcing cage of the concealed columns within the wall provides internal restraint to the concrete inside the wall. In other words, through the synergistic interaction between the steel plate and the reinforcing cage, both out-of-plane and internal restraints are applied to the concrete within the wall, thereby reducing or delaying the occurrence of local yielding in the shear wall; thus improving the load-bearing capacity, ductility, and energy dissipation performance of the shear wall, and enhancing the seismic performance of the shear wall itself and prefabricated buildings.

[0007] Optionally, the shear wall body further includes prestressed tendons, and multiple prestressed tendons are provided. The prestressed tendons pass through the steel plate and the wall, and the ends of the prestressed tendons are anchored to the steel plate. The prestressed tendons are provided on both sides of the concealed column, and the prestressed tendons are used to restrain the concrete in the wall.

[0008] Using the above technical solution, workers first tension the prestressing tendons; then, they pour concrete between the opposing steel plates. After the concrete in the wall has solidified and hardened into a concrete component, workers then disconnect the prestressing tendons from the steel plates.

[0009] At this point, the prestressed steel bars shrink, thereby compressing the concrete components in the wall; that is, the prestressed tendons apply horizontal forces to both sides of the wall, thus improving the shear wall's ability to withstand vertical loads. Simultaneously, because the prestressed tendons constrain the shear wall, they improve the wall's compressive yield strength; this allows workers to reduce the constraint of the steel plates on the wall, reduce the thickness of the steel plates on both sides of the wall, and lower project costs.

[0010] Optionally, the prestressed tendon includes a spiral segment and a straight segment. The straight segment has two sections, which are located on both sides of the spiral segment and are integrally formed with the spiral segment and the straight segment. The spiral segment is located inside the wall, and there is a gap between adjacent coils of the spiral segment to allow concrete to flow. The straight segment passes through the steel plate and is anchored to the steel plate.

[0011] By adopting the above technical solution, the spiral segment of the prestressing tendon has a larger volume, thereby increasing the contact area between the prestressing tendon and the concrete in the wall, and increasing the volume of the prestressing tendon's effective constraint on the wall concrete.

[0012] Optionally, some of the prestressing tendons are disposed between adjacent concealed columns, and the prestressing tendons are disposed along the diagonal of the adjacent concealed columns.

[0013] By adopting the above technical solution, the prestressing tendons are inclinedly placed between the concealed columns, making the stress distribution of the prestressing tendons compatible with that of the shear wall body. This restrains the concrete along the diagonal of the wall through the prestressing tendons, effectively reducing cracking and damage to the concrete surface; further improving the yield strength and load-bearing capacity of the shear wall body.

[0014] Optionally, the outer periphery of the spiral segment is provided with several ribs.

[0015] By adopting the above technical solution, the ribs on the outer periphery of the spiral segment improve the connection strength between the spiral segment and the concrete in the wall, and enhance the restraint effect between the spiral segment and the concrete in the wall.

[0016] Optionally, the shear wall body further includes steel profiles, which are disposed on both sides of the steel plate, between the oppositely disposed steel plates, and are fixedly connected to the steel plates.

[0017] By adopting the above technical solution, steel components are installed at the ends of the shear wall body, forming steel-concrete composite columns with the concrete components in the wall, thereby improving the compressive strength of the ends of the shear wall body and reducing the risk of local yielding at the ends of the shear wall body.

[0018] Optionally, the shear wall body further includes a shape memory alloy screw, which includes a first component and a second component, the first component and the second component being integrally formed; the first component is pre-embedded at the end of the wall, and the second component is used to connect with the beam component.

[0019] By adopting the above technical solution, the hyperelasticity of shape memory alloys enables shape memory alloy screws to have a certain deformation capacity. At the epicenter, the shape memory alloy screws elongate under stress, allowing the ends of the shear wall body to separate from the beam members, thereby reducing damage to the shear wall body at the epicenter. After the earthquake, the shape memory alloy screws return to their original shape, allowing the shear wall body to be in close contact with the beam members, enabling the shear wall body to withstand vertical loads.

[0020] Optionally, the shear wall body further includes diagonal tie rods, which are embedded in the wall; the diagonal tie rods include a first diagonal tie rod and a second diagonal tie rod, with the first diagonal tie rod and the second diagonal tie rod having opposite inclination directions.

[0021] By adopting the above technical solution and embedding diagonal tie rods inside the wall, when the shear wall body is subjected to a large earthquake, the diagonal tie rods can be used to resist the tilting tensile force on the wall body; thereby reducing concrete damage and cracking in the wall body, reducing damage to the shear wall body, and facilitating subsequent repairs by workers.

[0022] Optionally, the end of the tie rod is connected to the concealed column; the tie rod includes a tensioning section and an anchoring section, the anchoring section is disposed on both sides of the tensioning section, and the anchoring section is integrally formed with the tensioning section; the anchoring section passes through the concealed column, and the anchoring section is fixedly connected to the concealed column; the tensioning section is fixedly connected to the concrete of the wall.

[0023] By adopting the above technical solution, the end of the tie rod is fixedly connected to the concealed column. The constraint effect of the concealed column on the tie rod enables the tie rod to better bear the tensile stress of the wall, thereby reducing cracking and damage to the concrete in the wall.

[0024] Optionally, the shear wall body further includes a soft steel damper, which is embedded in the wall. The soft steel damper includes a first soft steel damper and a second soft steel damper. The first soft steel damper is embedded on the upper side of the wall, and the second soft steel damper is embedded on the lower side of the wall. One end of the tie rod is connected to the first soft steel damper, and the other end of the tie rod is connected to the second soft steel damper.

[0025] By adopting the above technical solution, when the upper and lower sides of the shear wall body shift due to earthquake action, the diagonal tie rods embedded in the wall body are subjected to tensile force. Because the length change of the diagonal tie rods is relatively small, they can cause the first and second soft steel dampers to deform, thereby dissipating seismic energy and improving the seismic performance of the shear wall body.

[0026] In summary, this application includes at least one of the following beneficial technical effects: The steel plates are fixed to both sides of the wall through connectors, thereby applying out-of-plane constraints to the wall; while the steel cage of the hidden column in the wall provides internal constraints to the concrete inside the wall. That is, through the cooperation of the steel plates and the steel cage, both out-of-plane and internal constraints are applied to the concrete in the wall, thereby reducing or delaying the occurrence of local yielding of the shear wall; improving the load-bearing capacity of the shear wall, and improving the seismic performance of the shear wall itself and the prefabricated building. The shrinkage of prestressed steel bars compresses the concrete components in the wall; that is, the prestressed tendons apply horizontal forces to both sides of the wall, thereby improving the shear wall's ability to withstand vertical loads. When the shear wall is subjected to a large earthquake, the diagonal tie rods can be used to resist the tilting tensile force on the wall, thereby reducing concrete damage and cracking in the wall, thus reducing damage to the shear wall itself and facilitating subsequent repairs by workers. Attached Figure Description

[0027] Figure 1 This is a schematic diagram illustrating the shear wall structure in Example 1.

[0028] Figure 2 It is a manifestation Figure 1 Enlarged view of point A in the middle.

[0029] Figure 3 This is an axonometric view illustrating the shear wall structure in Example 1.

[0030] Figure 4 yes Figure 3 Enlarged view of point B in the middle.

[0031] Figure 5 This is a schematic diagram illustrating the shear wall structure in Example 1.

[0032] Figure 6 yes Figure 5 Enlarged view of point C in the middle.

[0033] Figure 7 This is a schematic diagram illustrating the shear wall structure in Example 2.

[0034] Figure 8 This is a schematic diagram illustrating the working principle of the shear wall body in Example 3.

[0035] Figure 9 This is a schematic diagram illustrating the shear wall structure in Example 3.

[0036] Figure 10 yes Figure 9 Enlarged view of point D in the middle.

[0037] Figure 11 This is a schematic diagram illustrating the shear wall structure in Example 4.

[0038] Figure 12 This is a cross-sectional view illustrating the soft steel damper structure in Example 4.

[0039] Explanation of reference numerals in the attached drawings: 1. Wall; 101. Reinforcing mesh; 1011. First reinforcing bar; 1012. Second reinforcing bar; 102. Concrete component; 2. Steel plate; 3. Connector; 4. Concealed column; 41. Reinforcing cage; 411. Longitudinal reinforcing bar; 412. Stirrup; 5. Shear stud; 6. Prestressed tendon; 61. Spiral section; 611. Rib; 62. Straight section; 7. Steel section; 8. Shape memory alloy screw; 81. First component; 82. Second component; 11. Diagonal tie rod; 111. Tensioning section; 112. Anchoring section; 12. First diagonal tie rod; 13. Second diagonal tie rod; 14. Soft steel damper; 15. Flexible component; 16. Shear wall body; 17. Tension band. Detailed Implementation

[0040] The following is in conjunction with the appendix Figure 1-12 This application will be described in further detail. Example 1

[0041] This application discloses a prefabricated building component. (Refer to...) Figure 1 The prefabricated building component includes a shear wall body 16, which is used to connect with beam components. In this embodiment, the shear wall body 16 is prefabricated in a factory and then transported by vehicle to the construction site for installation.

[0042] Reference Figure 1 and Figure 2The shear wall body 16 includes a wall 1, a steel plate 2, connectors 3, and concealed columns 4. The wall 1 is a reinforced concrete structure, comprising two symmetrical steel meshes 101 and a concrete member 102 comprising the two steel meshes 101. A gap exists between the outer surface of the concrete member 102 and the steel meshes 101 to protect the steel meshes 101. The steel meshes 101 include several horizontally arranged first steel bars 1011 and longitudinally arranged second steel bars 1012. The first steel bars 1011 and second steel bars 1012 are spaced apart, and the first steel bars 1011 and second steel bars 1012 are tied and fixed together.

[0043] Reference Figure 2 Two steel plates 2 are provided, located on both sides of the wall 1, and abutting against the wall 1. Connecting members 3 pass through the steel plates 2 and the wall 1, with their ends abutting and fixed to the steel plates 2. In this embodiment, the connecting member 3 is a tie bolt, and the steel plate 2 has a first through hole for the connecting member 3 to pass through. Simultaneously, to improve the connection strength between the steel plates 2 and the wall 1, the shear wall body 16 also includes shear studs 5. One end of the shear stud 5 is fixedly connected to the steel plate 2, and the other end extends towards the wall 1. The shear stud is embedded in the concrete component 102 of the wall 1. The steel plates 2 are fixed to both sides of the wall 1 through the connecting members 3, thereby applying out-of-plane constraints to the wall 1, thus reducing or delaying the occurrence of local yielding of the shear wall; thereby improving the load-bearing capacity of the shear wall.

[0044] Reference Figure 1 and Figure 2 The concealed columns 4 are vertically embedded in the wall 1. At least two concealed columns 4 are provided, and they are spaced apart along the length of the wall 1. In this embodiment, there are two concealed columns 4; in other embodiments, multiple concealed columns 4 can be provided according to the length of the shear wall body 16. The concealed column 4 includes a vertically arranged steel cage 41 and a concrete component 102 embedded in the steel cage 41. The steel cage 41 includes several longitudinal steel bars 411 and stirrups 412. The several longitudinal steel bars 411 are vertically arranged, and the longitudinal steel bars 411 enclose a closed area; the stirrups 412 are sleeved on the outer periphery of the longitudinal steel bars 411, and the stirrups 412 are tied and fixed to the longitudinal stressed steel bars by thin iron wires, and the stirrups 412 are spaced apart along the length of the longitudinal steel bars 411. The steel cage 41 of the hidden column 4 internally restrains the concrete inside the wall 1, and the concrete hidden column 4 can bear part of the vertical load, thereby greatly improving the vertical bearing capacity of the shear wall body 16 and reducing or delaying the occurrence of local yielding of the shear wall body 16.

[0045] Reference Figure 1 and Figure 2The shear wall body 16 also includes prestressed tendons 6, of which multiple prestressed tendons 6 are provided. The prestressed tendons 6 pass through the steel plate 2 and the wall 1, and their ends are anchored to the steel plate 2. The prestressed tendons 6 are located on both sides of the concealed column 4, and are used to restrain the concrete components 102 in the wall 1. In this embodiment, the prestressed tendon 6 includes a spiral section 61 and a straight section 62. The straight section 62 has two segments, located on both sides of the spiral section 61, and the spiral section 61 and the straight section 62 are integrally formed. The spiral section 61 is located inside the wall 1, and there is a gap between adjacent coils of the spiral section 61 for concrete flow. The outer periphery of the spiral section 61 is provided with several ribs 611 to improve the connection strength between the spiral section 61 and the concrete components 102 in the wall 1. The steel plate 2 has a second through hole for the straight section 62 to pass through. The straight section 62 passes through the steel plate 2 and is anchored to the steel plate 2; thus, the workers can tension the prestressed tendon 6.

[0046] In this embodiment, the working principle of the prestressing tendon 6 is as follows: Refer to Figure 3 to Figure 6 The workers anchored the two ends of the prestressing tendon 6 to the steel plate 2 and tensioned the prestressing tendon 6; then, the workers poured concrete into the middle of the oppositely positioned steel plates 2. After the concrete of the wall 1 solidified and hardened into the concrete component 102, the workers then released the anchorage between the prestressing tendon 6 and the steel plate 2.

[0047] At this point, the prestressed steel bars shrink, thereby compressing the concrete components 102 in the wall 1; that is, the prestressed tendons 6 apply horizontal forces to both sides of the wall 1, thereby improving the shear wall body 16's ability to withstand vertical loads. Simultaneously, because the prestressed tendons 6 have a restraining effect on the shear wall 1, the compressive yielding capacity of the wall 1 is improved; this allows workers to reduce the restraining effect of the steel plates 2 on the wall 1, reduce the thickness of the steel plates 2 on both sides of the wall 1, and lower the project cost.

[0048] Meanwhile, the spiral segment 61 of the prestressing tendon 6 facilitates the tensioning of the prestressing tendon 6 by workers, thus facilitating construction. On the other hand, the spiral segment 61 of the prestressing tendon 6 has a large volume, which increases the contact area between the prestressing tendon 6 and the concrete in the wall 1, thereby increasing the volume of effective constraint exerted by the prestressing tendon 6 on the concrete in the wall 1. That is, by compressing and constraining the concrete in the wall 1 through the spiral segment 61 of the prestressing tendon 6, the load-bearing capacity of the shear wall body 16 is further improved.

[0049] Reference Figure 6 In existing shear walls, when the shear wall is subjected to a large seismic load, several cracks will appear on the surface of wall 1, and the concrete on the surface of wall 1 will be damaged and peeled off; thus affecting the stability of the shear wall structure and increasing the risk of yielding of the shear wall body 16. The cracks on the surface of wall 1 are distributed in an "X" shape.

[0050] Therefore, some of the prestressing tendons 6 are placed between adjacent concealed columns 4, and the prestressing tendons 6 are arranged along the diagonal of the adjacent concealed columns 4. This allows the prestressing tendons 6 to be inclined between the concealed columns 4, so that the stress distribution of the prestressing tendons 6 matches that of the shear wall body 16. Thus, by restraining the concrete on the diagonal of the wall 1 through the prestressing tendons 6, the occurrence of cracking and damage to the concrete surface of the wall 1 can be effectively reduced; further improving the yield strength and load-bearing capacity of the shear wall body 16.

[0051] When a shear wall is subjected to significant seismic forces, its sides need to bear substantial compressive or tensile forces. Therefore, the shear wall body 16 also includes steel profiles 7, which are positioned on both sides of the steel plate 2, between opposing steel plates 2, and are fixedly connected to the steel plates 2. By providing steel profiles 7 at the ends of the shear wall body 16, the steel profiles 7 and the concrete components 102 in the wall 1 form steel-concrete composite columns, thereby improving the compressive strength at the ends of the shear wall body 16 and reducing the risk of local yielding at the ends of the shear wall body 16. An embodiment of this application provides a construction method for prefabricated building components as follows: Reference Figures 3 to 6 Workers are tying the steel cage 41 of the hidden column 4 to the workbench; workers are tying the steel mesh 101 of the wall 1 to both sides of the steel cage 41.

[0052] Workers thread the prestressed tendons 6 through the mesh of the steel mesh 101 and temporarily fix the prestressed tendons 6 in the steel mesh 101.

[0053] Workers installed steel profiles 7 at both ends of the reinforcing mesh 101 and steel plates 2 on both sides of the mesh 101; simultaneously, the straight sections 62 of the prestressing tendons 6 were inserted through the second through holes of the steel plates 2. Then, workers connected the two steel plates 2 together using connectors 3; the connectors 3 on both sides of the steel plates 2 were fixed together with nuts to control the distance between the two steel plates 2. Finally, workers used anchoring equipment to tension the prestressing tendons 6, bringing them into a state of tension.

[0054] Workers installed support templates on the outside of the steel section 7, and there was a certain distance between the support templates and the steel section 7.

[0055] Workers poured concrete between the two steel plates 2 and between the support formwork and the steel components 7 to form the concrete component 102 of the wall 1.

[0056] The implementation principle of a prefabricated building component in this application embodiment is as follows: Steel plate 2 is fixed to both sides of wall 1 via connector 3, thereby applying out-of-plane restraint to wall 1. Meanwhile, the reinforcing cage 41 of the concealed column 4 within wall 1 provides internal restraint to the concrete inside wall 1. That is, through the combined internal restraint of steel plate 2 and reinforcing cage 41, both out-of-plane and internal restraints are applied to the concrete within wall 1, thereby reducing or delaying the occurrence of local yielding of the shear wall; thus improving the shear wall's bearing capacity, ductility, and energy dissipation performance, and enhancing the seismic performance of the shear wall body 16 and the prefabricated building. Example 2

[0057] The difference between Example 2 and Example 1 is as follows: Reference Figure 7 The shear wall body 16 also includes a shape memory alloy screw 8, which includes a first component 81 and a second component 82. The first component 81 and the second component 82 are integrally formed. The first component 81 is pre-embedded at the end of the wall 1, and the second component 82 is used to connect with the beam component. The second component 82 can be fixedly connected to the beam component by grouting through a sleeve.

[0058] In this embodiment, the working principle of the shape memory alloy screw 8 is as follows: When the shear wall body 16 is subjected to a large earthquake, the superelasticity of the shape memory alloy gives the shape memory alloy screw 8 a certain deformation capacity. The shape memory alloy screw 8 elongates under the action of a large external force, and a small gap appears between the shear wall body 16 and the beam member; this allows the shear wall body 16 to dissipate more seismic energy, thereby reducing damage to the ends of the shear wall body 16.

[0059] After the earthquake ends, the shape memory alloy returns to its original shape, allowing the shear wall body 16 to be in close contact with the beam members.

[0060] In summary, this embodiment improves the self-resetting performance of the shear wall body 16 by incorporating shape memory alloy screws 8. During an earthquake, the ends of the shear wall body 16 can separate from the beam members, reducing damage to the shear wall body 16 during the earthquake; while after the earthquake, the shape memory alloy screws 8 ensure that the shear wall body 16 is in close contact with the beam members, enabling the shear wall body 16 to withstand vertical loads. Example 3

[0061] The difference between Example 3 and Example 1 is as follows: Reference Figure 8When the shear wall body 16 is subjected to a large seismic load, the inter-story displacement of the building causes the beam members on the upper and lower sides of the shear wall body 16 to exert a horizontal force on the shear wall body 16. Due to the displacement difference between the upper and lower beam members of the shear wall body 16, it is equivalent to the upper end of the shear wall body 16 being subjected to a large horizontal force; thus, an inclined tension band is formed inside the shear wall body 16, and the tension zone in the middle of the shear wall body 16 needs to withstand a large tensile force. In the prior art, the wall 1 is composed of a steel mesh 101 and concrete. Most of the reinforcing bars in the steel mesh 101 of the wall 1 are arranged horizontally or vertically, making it difficult for the steel mesh 101 of the shear wall 1 to bear the tensile force caused by the seismic load. Furthermore, the concrete of the wall 1 has poor tensile strength, making it prone to cracking and breakage, causing the wall 1 to separate from the steel plate 2; and the cracks in the wall 1 are generally located along the inclined direction of the wall 1.

[0062] Reference Figure 9 and Figure 10 The shear wall body 16 also includes a tie rod 11, which is embedded in the wall 1. The tie rod 11 includes a first tie rod 12 and a second tie rod 13, with the first tie rod 12 and the second tie rod 13 having opposite inclination directions.

[0063] By embedding diagonal tie rods 11 inside the wall 1, when the shear wall body 16 is subjected to a large earthquake, the diagonal tie rods 11 can be used to resist the tilting tensile force on the wall 1; thereby reducing concrete damage and cracking in the wall 1, reducing damage to the shear wall body 16, and facilitating subsequent repair of the shear wall body 16 by the staff.

[0064] Reference Figure 10 In this embodiment, the end of the diagonal tie rod 11 is connected to the concealed column 4. The diagonal tie rod 11 includes a tensioning section 111 and an anchoring section 112. The anchoring section 112 is disposed on both sides of the tensioning section 111 and is integrally formed with the tensioning section 111. The anchoring section 112 passes through the concealed column 4 and is fixedly connected to the concealed column 4. The tensioning section 111 is fixedly connected to the concrete of the wall 1. The end of the diagonal tie rod 11 is fixedly connected to the concealed column 4, thereby constraining the diagonal tie rod 11 through the concealed column 4, enabling the diagonal tie rod 11 to better withstand the tensile stress of the wall 1, thereby reducing cracking and damage to the concrete in the wall 1. Example 4

[0065] The difference between Example 4 and Example 3 is as follows: Reference Figure 11Therefore, the shear wall body 16 also includes a tie rod 11, which is embedded in the wall 1. The tie rod 11 includes a first tie rod 12 and a second tie rod 13, with the first tie rod 12 and the second tie rod 13 having opposite inclination directions. The shear wall body 16 also includes a soft steel damper 14, which is embedded in the wall 1. The soft steel damper 14 includes a first soft steel damper and a second soft steel damper, with the first soft steel damper embedded on the upper side of the wall 1 and the second soft steel damper embedded on the lower side of the wall 1. One end of the tie rod 11 is connected to the first soft steel damper, and the other end of the tie rod 11 is connected to the second soft steel damper.

[0066] Reference Figure 12 In this embodiment, the soft steel damper 14 is a U-shaped soft steel damper, and flexible elements 15 are provided on both sides of the soft steel damper 14. In this embodiment, the flexible elements 15 are rubber sheets, thereby reserving space for the structural deformation of the soft steel damper 14.

[0067] When the upper and lower sides of the shear wall body 16 shift due to an earthquake, the diagonal tie rods 11 embedded in the wall 1 are subjected to tensile force. Since the length change of the diagonal tie rods 11 is small, the diagonal tie rods 11 can pull the soft steel damper to deform and dissipate seismic energy, thereby improving the seismic performance of the shear wall body 16.

[0068] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A prefabricated building component, characterized in that: The shear wall body (16) is used to connect with beam members. The shear wall body (16) includes a wall (1), steel plates (2), connectors (3), and hidden columns (4). Two steel plates (2) are provided, and the steel plates (2) are provided on both sides of the wall (1) and abut against the wall (1). The connectors (3) are passed through the steel plates (2) and the wall (1), and the ends of the connectors (3) abut against and are fixed to the steel plates (2). The hidden columns (4) are vertically embedded in the wall (1), and at least two hidden columns (4) are provided. The hidden columns (4) are spaced apart along the length of the wall (1). The hidden columns (4) include vertically arranged steel cages (41) and concrete embedded in the steel cages (41). The shear wall body (16) also includes prestressed tendons (6). The prestressing tendons (6) are provided in multiples. The prestressing tendons (6) pass through the steel plate (2) and the wall (1). The ends of the prestressing tendons (6) are anchored to the steel plate (2). The prestressing tendons (6) are provided on both sides of the hidden column (4). The prestressing tendons (6) are used to restrain the concrete in the wall (1). The prestressing tendons (6) include a spiral section (61) and a straight section (62). The straight section (62) is provided in two sections. The straight section (62) is provided on both sides of the spiral section (61). The spiral section (61) and the straight section (62) are integrally formed. The spiral section (61) is provided inside the wall (1). There is a gap between the adjacent coils of the spiral section (61) for the concrete to flow. The straight section (62) passes through the steel plate (2). The straight section (62) is anchored to the steel plate (2).

2. The prefabricated building component according to claim 1, characterized in that: Some of the prestressed tendons (6) are arranged between adjacent hidden columns (4), and the prestressed tendons (6) are arranged along the diagonal of the adjacent hidden columns (4).

3. The prefabricated building component according to claim 1, characterized in that: The spiral segment (61) has several ribs (611) on its outer periphery.

4. The prefabricated building component according to claim 1, characterized in that: The shear wall body (16) also includes a steel profile (7), which is disposed on both sides of the steel plate (2) and between the oppositely disposed steel plates (2), and the steel profile (7) is fixedly connected to the steel plate (2).

5. The prefabricated building component according to claim 1, characterized in that: The shear wall body (16) also includes a shape memory alloy screw (8), which includes a first component (81) and a second component (82). The first component (81) and the second component (82) are integrally formed. The first component (81) is embedded in the end of the wall (1), and the second component (82) is used to connect with the beam component.

6. The prefabricated building component according to claim 1, characterized in that: The shear wall body (16) also includes a tie rod (11), which is embedded in the wall (1); the tie rod (11) includes a first tie rod (12) and a second tie rod (13), and the first tie rod (12) and the second tie rod (13) are set in opposite directions of inclination.

7. The prefabricated building component according to claim 6, characterized in that: The end of the diagonal tie rod (11) is connected to the hidden column (4); the diagonal tie rod (11) includes a tensioning section (111) and an anchoring section (112), the anchoring section (112) is provided on both sides of the tensioning section (111), and the anchoring section (112) is integrally formed with the tensioning section (111); the anchoring section (112) passes through the hidden column (4), and the anchoring section (112) is fixedly connected to the hidden column (4); the tensioning section (111) is fixedly connected to the concrete of the wall (1).

8. The prefabricated building component according to claim 6, characterized in that: The shear wall body (16) also includes a soft steel damper (14), which is embedded in the wall (1). The soft steel damper (14) includes a first soft steel damper and a second soft steel damper. The first soft steel damper is embedded on the upper side of the wall (1), and the second soft steel damper is embedded on the lower side of the wall (1). One end of the tie rod (11) is connected to the first soft steel damper, and the other end of the tie rod (11) is connected to the second soft steel damper.

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