Post-earthquake recoverable steel plate shear wall-timber frame hybrid structure and its construction method

Abstract

This invention relates to a post-earthquake recoverable steel plate shear wall-timber frame hybrid structure and its construction method. The structure includes a steel plate shear wall, a glued laminated timber frame, timber floor slabs, a self-resetting shear damper, shear connectors, post-tensioned unbonded prestressing tendons, and anchorages. The self-resetting shear damper and shear connectors connect the steel plate shear wall and the timber floor slabs, while the post-tensioned unbonded prestressing tendons are used in the steel plate shear wall. Compared to existing technologies, this invention combines a steel plate shear wall with a glued laminated timber frame structure system. It leverages the lateral resistance of the steel plate shear wall to help the timber structure system address the seismic challenges of high-rise development, while the combination of timber and steel further enhances the environmental friendliness and sustainability of the building structure. Furthermore, the use of numerous prefabricated components, coupled with the ease of assembly and construction of the timber structure itself, significantly increases the overall construction speed.

Description

Technical Field

[0001] This invention relates to the field of building engineering, and in particular to a post-earthquake recoverable steel plate shear wall-wood frame hybrid structure and its construction method. Background Technology

[0002] Timber structures are gaining increasing attention due to their advantages such as being environmentally friendly, easy to assemble, and having good seismic performance. However, traditional timber structures are mostly suitable for low-rise buildings of 2-3 stories, making it difficult to meet the current land utilization needs of my country's high population density. To fully utilize the excellent properties of timber, there is an urgent need to develop multi-story timber structures and timber-concrete structures. However, lateral resistance is a weak point in multi-story timber structures. Current seismic codes in my country use a three-level fortification target and a two-stage design method. Traditional pure timber structures resist earthquakes and dissipate seismic energy through the ductility of building materials and structural deformation, ensuring the safety of the main structure. Although the structure may not collapse after an earthquake, it often results in significant residual deformation of the structure and components, increasing the difficulty and cost of post-earthquake maintenance. Steel-timber hybrid structures fully utilize the advantages of both timber and steel, offering significantly improved seismic performance compared to pure timber structures. This allows steel-timber structures to be developed for multi-story and large-span structures. Furthermore, steel-timber hybrid structures have a high degree of prefabrication, aligning with green building initiatives.

[0003] However, the recoverable functional characteristics of steel-wood hybrid shear walls in seismic design have not been well designed and realized. After an earthquake, the steel frame and timber shear wall exhibit significant residual deformation, making repair difficult. Authorized patent CN105756217B provides a steel-wood hybrid shear wall with post-earthquake self-resetting function, employing friction dampers. Under moderate or severe earthquakes, the shear force on the friction damper exceeds its slip shear force, causing the friction surfaces in the damper to slip and dissipate energy, significantly reducing damage to the timber shear wall. The post-tensioned unbonded prestressing tendons remain in an elastic tension state. After the earthquake, the beam-column joints return to their initial state under the action of the prestressing tendons, with minimal damage to the steel beams and columns, minimal residual structural deformation, and the friction dampers do not fail under seismic action, requiring no replacement after the earthquake. However, friction dampers only dissipate energy and lack self-resetting functionality; the organic friction material within the damper may also be damaged. The shear wall proposed in this patent has a low single horizontal bearing capacity. When applied in a structural system, it may be necessary to arrange many such shear walls, and the wooden shear wall is prone to damage under horizontal cyclic loads. Summary of the Invention

[0004] The purpose of this invention is to overcome the shortcomings of existing technologies by providing a post-earthquake recoverable steel plate shear wall-timber frame hybrid structure and its construction method to reduce earthquake damage in multi-story and high-rise timber structures, thereby addressing the problem of insufficient lateral resistance in multi-story and high-rise pure timber structures. This invention fully utilizes the characteristics of both materials: in terms of architecture, the structural system can rationally utilize building space; besides the shear wall distribution in the lateral resistance system, the glued laminated timber frame system allows for flexible building partitioning; in terms of structure, the system can fully leverage the lateral resistance of the steel plate shear wall structure and the load-bearing capacity of the glued laminated timber frame structure. Through rational design, the lateral resistance system and the load-bearing system are functionally separated, each performing its specific function. Furthermore, the dampers between the two systems deform and dissipate seismic input energy under frequent earthquakes; under earthquakes of design intensity and rare earthquakes, the lateral resistance system dissipates energy to resist seismic forces. This fully utilizes the hierarchy and arrangement of different structural components within the structural system, enabling the overall structure to form a two-stage reinforced stress characteristic and a post-earthquake functional recovery mechanism, reducing the cost and difficulty of post-earthquake repair.

[0005] The objective of this invention can be achieved through the following technical solutions:

[0006] One aspect of the invention provides a post-earthquake recoverable steel plate shear wall-timber frame hybrid structure, comprising a steel plate shear wall, a glued laminated timber frame, timber floor slabs, a self-resetting shear damper, shear connectors, post-tensioned unbonded prestressing tendons, and anchorages. The steel plate shear wall includes steel beams, steel columns, and steel webs; adjacent steel columns are connected by bolts or welding; the post-tensioned unbonded prestressing tendons penetrate the steel beams and are fixed to the steel columns by anchorages; the timber floor slabs are connected to the steel plate shear wall via self-resetting shear dampers and shear connectors; and the glued laminated timber frame is connected to the timber floor slabs.

[0007] Furthermore, the steel web is connected to steel beams on the upper and lower sides and steel columns on the left and right sides, and the steel web is connected to the steel beams and steel columns by welding or bolts.

[0008] Furthermore, the steel web has cutouts at the four corners.

[0009] Furthermore, the steel column is connected to a shearing steel plate, the shearing steel plate is provided with an elongated hole, and the end of the steel beam connected to the steel column is provided with a first steel beam bolt hole. The steel beam bolt passes through the elongated hole of the shearing steel plate and the first steel beam bolt hole, connecting the shearing steel plate and the steel beam.

[0010] Furthermore, the steel beam is provided with a second steel beam bolt hole and a rectangular opening in the steel beam; the self-resetting shear damper includes a first friction steel plate, a second friction steel plate, a compression spring, a steel pad, a damper bolt, and a bearing steel block; the first friction steel plate is provided with an elongated hole, the second friction steel plate is provided with a friction steel plate bolt hole, and the steel pad is provided with a steel pad bolt hole; the damper bolt passes sequentially through the steel pad bolt hole, the compression spring, the friction steel plate bolt hole, and the elongated hole in the friction steel plate and is fixed to the second steel beam bolt hole.

[0011] Furthermore, the first friction steel plate, the second friction steel plate, the compression spring, and the steel pad are symmetrically arranged on both sides of the steel beam.

[0012] Furthermore, the shear connector is provided with self-tapping screw holes and shear connector bolts. The shear connector is connected to the wooden floorboard through the self-tapping screw holes and self-tapping screws. The shear connector is connected to the first friction steel plate of the self-resetting shear damper through the shear connector bolts.

[0013] Furthermore, the glued laminated timber frame includes timber beams, timber columns, and joint steel plates; the timber beams are provided with timber beam steel plate grooves and timber beam bolt holes, and the timber columns are provided with timber column steel plate grooves and timber column bolt holes; the timber beam bolt holes are connected to the joint steel plates through timber beam bolts; the timber column bolt holes are connected to the joint steel plates through timber column bolts. The timber floor slabs (3) and timber beams (21) are connected by an overlapping method.

[0014] Furthermore, the glued laminated timber frames of adjacent layers are bolted together by the node steel plates.

[0015] Furthermore, the node steel plate is L-shaped, and the node steel plate is provided with node steel plate bolt holes. There are 3 sets of node steel plate bolt holes, which are respectively connected to the bolt holes on the wooden columns at both ends in the vertical direction and the wooden beams in the horizontal direction.

[0016] Furthermore, the post-tensioned unbonded prestressing tendon is selected from any one of prestressed steel strand, prestressed steel wire bundle, prestressed fine-rolled threaded steel, or prestressed FRP tendon.

[0017] Furthermore, the anchorage is selected from any one of the following: support anchorage, cone plug anchorage, wedge anchorage, and gripping anchorage.

[0018] The second aspect of this invention provides a construction method for the post-earthquake recoverable steel plate shear wall-timber frame hybrid structure, comprising the following steps:

[0019] S1: Constructing a steel plate shear wall: The steel web is connected to the steel beams and columns by welding or bolting, with cuts at the four corners of the steel web; shear plates are welded onto the steel columns, with oblong holes for shear plates; the ends of the steel beams are provided with first steel beam bolt holes, and steel beam bolts pass through the oblong holes in the shear plates and the first steel beam bolt holes to connect the shear plates and the steel beams; post-tensioned unbonded prestressing tendons are passed through the steel beams and fixed to the steel columns by anchors, thus obtaining the steel plate shear wall;

[0020] S2: Assemble the glued laminated timber frame: Connect the horizontal timber beams and node steel plates with timber beam bolts, and connect the two vertical timber columns and node steel plates with timber column bolts. After completion, the glued laminated timber frame is obtained.

[0021] S3: Install the self-resetting shear damper: Pass the damper bolts through the bolt holes of the steel pad, the compression spring, the friction steel plate bolt holes, and the elongated hole of the friction steel plate and the bolt holes of the second steel beam in sequence to fix them, thus obtaining the self-resetting shear damper; arrange the self-resetting shear damper symmetrically along both sides of the steel beam; the pressure-bearing steel block passes through the rectangular opening of the steel beam and is inserted into the rectangular groove of the friction steel plate on both sides of the first friction steel plate;

[0022] S4: Overall Assembly: Hoist the wooden floorboards between the steel plate shear wall and the glued laminated timber frame; connect the shear connectors to the wooden floorboards through self-tapping screw holes and self-tapping screws, and connect the shear connectors to the first friction steel plate of the self-resetting shear damper through bolts; connect the wooden floorboards to the steel plate shear wall through the self-resetting shear damper and shear connectors, and then connect the vertically set glued laminated timber frame to the horizontally set wooden floorboards, so that the components are connected to form a whole, and build layer by layer to complete the construction of the entire structure.

[0023] Compared with the prior art, the present invention has the following advantages:

[0024] (1) This invention introduces steel plate shear walls into the timber structure, which greatly improves the lateral resistance of the structure. In the steel plate shear wall-timber frame hybrid structural system, most of the lateral forces are borne by the steel plate shear walls, reducing the damage to the timber structure.

[0025] (2) The present invention has good vibration reduction effect and excellent seismic performance. Under minor earthquakes, the steel plate shear wall has good lateral stiffness and can resist horizontal seismic shear force; under moderate or major earthquakes, the steel plate shear wall can bear most of the lateral force, and the self-resetting shear damper between the steel plate shear wall and the glued laminated timber frame fully exerts the function of energy dissipation and vibration reduction through deformation.

[0026] (3) This invention features a self-resetting function, making the structure easy to repair after an earthquake and significantly reducing repair costs. Under moderate or severe earthquakes, the steel plates in the self-resetting shear damper dissipate energy through mutual friction, effectively controlling the deformation of the steel plate shear wall and significantly reducing its damage. The post-tensioned unbonded prestressing tendons on the edge beams of the steel plate shear wall are always in an elastic tension state. Under the action of the prestressing tendons, the structure returns to its initial state with very little residual deformation. If the self-resetting shear damper remains elastic under earthquake action without irreversible deformation or damage, it can withstand multiple earthquakes.

[0027] (4) The present invention uses a large number of prefabricated components, combined with the ease of construction of the wood structure itself, which greatly improves the construction speed and progress of the structure, conforms to the development trend of building industrialization, and has great prospects in practical engineering applications. Attached Figure Description

[0028] Figure 1 This is a three-dimensional schematic diagram of the post-earthquake recoverable steel plate shear wall-timber frame hybrid structure of Embodiment 1 of the present invention;

[0029] Figure 2 This is a three-dimensional schematic diagram of a single-story post-earthquake recoverable steel plate shear wall-timber frame hybrid structure according to Embodiment 1 of the present invention;

[0030] Figure 3 This is a schematic diagram of the connection method between the steel plate shear wall, stress reinforcement, and anchorage in Embodiment 1 of the present invention;

[0031] Figure 4 This is a schematic diagram of the connection method between the sheared steel plate and the steel beam in Embodiment 1 of the present invention;

[0032] Figure 5 This is a schematic diagram of the glued laminated timber frame structure according to Embodiment 1 of the present invention;

[0033] Figure 6 This is a top view of the connection method between the self-resetting shear damper and the steel beam in Embodiment 1 of the present invention;

[0034] Figure 7 This is an exploded view of the connection between the self-resetting shear damper and the steel beam in Embodiment 1 of the present invention;

[0035] Figure 8 This is a schematic diagram of the connection method between the shear connector, the wooden floor slab, and the self-resetting shear damper in Embodiment 1 of the present invention.

[0036] Figure labels: 1. Steel plate shear wall; 11. Steel beam; 111. Bolt hole of the first steel beam; 112. Bolt hole of the second steel beam; 113. Rectangular opening of the steel beam; 12. Steel column; 13. Steel web; 131. Cut; 14. Sheared steel plate; 141. Oblong hole of sheared steel plate; 15. Steel beam bolt; 2. Glulam frame; 21. Timber beam; 211. Steel plate groove of timber beam; 212. Bolt hole of timber beam; 213. Bolt of timber beam; 22. Timber column; 221. Steel plate groove of timber column; 222. Bolt hole of timber column; 223. Bolt of timber column; 23. Section 1. Point steel plate; 231. Bolt hole of node steel plate; 3. Wooden floorboard; 4. Self-resetting shear damper; 41. First friction steel plate; 411. Long oval hole of friction steel plate; 42. Second friction steel plate; 421. Bolt hole of friction steel plate; 43. Compression spring; 44. Steel pad; 441. Bolt hole of steel pad; 45. Damper bolt; 451. Damper screw; 452. Damper nut; 46. Bearing steel block; 5. Shear connector; 51. Self-tapping screw hole; 52. Shear connector bolt; 6. Post-tensioned unbonded prestressed tendon; 7. Anchorage. Detailed Implementation

[0037] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. The components of the embodiments of the present invention described and shown in the accompanying drawings can generally be arranged and designed in various different configurations.

[0038] Therefore, the following detailed description of the embodiments of the invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to illustrate selected embodiments of the invention. All other embodiments obtained by those skilled in the art based on the embodiments of the invention without inventive effort are within the scope of protection of the invention.

[0039] In the description of the embodiments of this invention, it should be understood that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship commonly used when the product of this invention is in use, or the orientation or positional relationship commonly understood by those skilled in the art. These terms are used only for the convenience of describing the invention and for simplifying the description, and are not intended to indicate or imply that the device or component referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0040] Example 1

[0041] like Figure 1 As shown, this embodiment provides a single-story post-earthquake recoverable steel plate shear wall-timber frame hybrid structure. The single-story structure is as follows: Figure 2 As shown, the structure includes a steel plate shear wall 1, a glued laminated timber frame 2, a timber floor 3, a self-resetting shear damper 4, shear connectors 5, post-tensioned unbonded prestressing tendons 6, and anchorages 7. The horizontally positioned timber floor 3 is fixedly connected to the vertically positioned steel plate shear wall 1 via two sets of symmetrically arranged self-resetting shear dampers 4 and shear connectors 5. The glued laminated timber frame 2 is connected to the timber floor 3.

[0042] like Figure 3 As shown, the steel plate shear wall 1 includes steel beams 11, steel columns 12, and steel webs 13. The steel webs 13 are connected to the steel beams 11 on the upper and lower sides, and to the steel columns 12 on the left and right sides. The steel webs 13 are connected to the steel beams 11 and steel columns 12 by welding or bolts. Post-tensioned unbonded prestressing tendons 6 penetrate the steel beams 11 and are fixedly connected to the steel columns 12 by anchors 7. The steel webs 13 have cutouts 131 at the four corners.

[0043] like Figure 4 As shown, the steel column 12 is connected to the shearing steel plate 14. The shearing steel plate 14 is provided with an elongated hole 141. The end of the steel beam 11 connected to the steel column 12 is provided with a first steel beam bolt hole 111. The steel beam bolt 15 passes through the elongated hole 141 and the first steel beam bolt hole 111 to connect the shearing steel plate 14 and the steel beam 11.

[0044] like Figure 5 As shown, the glued laminated timber frame 2 includes timber beams 21, timber columns 22, and L-shaped node steel plates 23. The timber beams 21 are provided with timber beam steel plate grooves 211 and timber beam bolt holes 212, and the timber columns 22 are provided with timber column steel plate grooves 221 and timber column bolt holes 222.

[0045] The timber beam bolt holes 212 are connected to the node steel plate 23 via timber beam bolts 213; the timber column bolt holes 222 are connected to the node steel plate 23 via timber column bolts 223. The node steel plate 23 is provided with node steel plate bolt holes 231, and there are 3 sets of node steel plate bolt holes 231, which are respectively connected to the bolt holes on the timber columns at both ends in the vertical direction and the timber beams in the horizontal direction.

[0046] like Figure 6 and Figure 7 As shown, the self-resetting shear damper 4 includes a first friction steel plate 41, a second friction steel plate 42, a compression spring 43, a steel pad 44, a damper bolt 45, and a pressure-bearing steel block 46.

[0047] The first friction steel plate 41 is provided with an elongated hole 411 and a rectangular groove 412. The second friction steel plate 42 is provided with a bolt hole 421. The steel pad 44 is provided with a bolt hole 441. The damper bolt 45 consists of a damper screw 451 and a damper nut 452. The damper screw 451 passes sequentially through the bolt hole 441 of the steel pad 43, the bolt hole 421 of the friction steel plate, and the elongated hole 411 of the friction steel plate, and is fixedly connected to the bolt hole 112 of the second steel beam.

[0048] Among them, the pressure-bearing steel block 46 passes through the rectangular opening 113 of the steel beam and is inserted into the rectangular groove 412 of the friction steel plate on both sides of the first friction steel plate 41.

[0049] like Figure 8 As shown, the shear connector 5 is provided with self-tapping screw holes 51 and shear connector bolts 52. The shear connector 5 is connected to the wooden floor 3 through the self-tapping screw holes 51 and self-tapping screws. The shear connector 5 is connected to the first friction steel plate 41 of the self-resetting shear damper 4 through the shear connector bolts 52.

[0050] Example 2

[0051] This embodiment provides a construction method for a post-earthquake recoverable steel plate shear wall-timber frame hybrid structure, including the following steps:

[0052] S1: Constructing the steel plate shear wall 1: The steel web 13 is connected to the steel beam 11 and the steel column 12 by welding or bolting. The steel web 13 has cutouts 131 at the four corners. Shear steel plates 14 are welded onto the steel column 12. The shear steel plates 14 have oblong holes 141. The end of the steel beam 11 is provided with a first steel beam bolt hole 111. The steel beam bolt 15 passes through the oblong hole 141 of the shear steel plate and the first steel beam bolt hole 111 to connect the shear steel plate 14 and the steel beam 11. The post-tensioned unbonded prestressed tendons 6 are passed through the steel beam 11 and fixed on the steel column 12 by anchors 7, thus obtaining the steel plate shear wall 1.

[0053] S2: Assemble the glued laminated timber frame 2: Connect the horizontal timber beams 21 and the node steel plates 23 with timber beam bolts 213, and connect the two vertical timber columns 22 and the node steel plates 23 with timber column bolts 223. After completion, the glued laminated timber frame 2 is obtained.

[0054] S3: Install the self-resetting shear damper 4: Pass the damper bolt 45 through the bolt hole 441 of the steel pad plate, the compression spring 43, the bolt hole 421 of the friction steel plate, and the elongated hole 411 of the friction steel plate to the bolt hole 112 of the second steel beam to fix it, thus obtaining the self-resetting shear damper 4; arrange the self-resetting shear damper 4 symmetrically along both sides of the steel beam 11; the pressure-bearing steel block 46 passes through the rectangular opening 113 of the steel beam and is inserted into the rectangular groove 412 of the friction steel plate on both sides of the first friction steel plate 41;

[0055] S4: Overall Assembly: The wooden floor slab 3 is hoisted between the steel plate shear wall 1 and the glued laminated timber frame 2; the shear connector 5 is connected to the wooden floor slab 3 through the self-tapping screw holes 51 and self-tapping screws, and the shear connector 5 is connected to the first friction steel plate 41 of the self-resetting shear damper 4 through the shear connector bolt 52; the wooden floor slab 3 is connected to the steel plate shear wall 1 through the self-resetting shear damper 4 and the shear connector 5, and then the vertically set glued laminated timber frame 2 is connected to the horizontally set wooden floor slab 3, so that the components are connected to form an integral whole, and the construction is carried out layer by layer to complete the construction of the entire structure.

[0056] The preferred embodiments of the present invention have been described in detail above. It should be understood that those skilled in the art can make numerous modifications and variations based on the concept of the present invention without creative effort. Therefore, all technical solutions that can be obtained by those skilled in the art based on the concept of the present invention through logical analysis, reasoning, or limited experimentation on the basis of existing technology should be within the scope of protection defined by the claims.

Claims

1. A post-earthquake recoverable steel plate shear wall-wood frame hybrid structure, characterized by, The system includes a steel plate shear wall (1), a glued laminated timber frame (2), a timber floor (3), a self-resetting shear damper (4), shear connectors (5), post-tensioned unbonded prestressing tendons (6), and anchorages (7). The steel plate shear wall (1) includes steel beams (11), steel columns (12), and steel webs (13). The steel columns (12) of adjacent floors are connected by bolts or welding. The timber floor (3) is connected to the steel beams (11) through the self-resetting shear damper (4) and the shear connectors (5). The glued laminated timber frame (2) is connected to the timber floor (3). The steel beam (11) is provided with a second steel beam bolt hole (112) and a steel beam rectangular opening (113); the self-resetting shear damper (4) includes a first friction steel plate (41), a second friction steel plate (42), a compression spring (43), a steel pad (44), a damper bolt (45), and a pressure-bearing steel block (46); the first friction steel plate (41) is provided with a friction steel plate elongated hole (411) and a friction steel plate rectangular groove (412), the second friction steel plate (42) is provided with a friction steel plate bolt hole (421), and the steel pad (44) is provided with a steel pad bolt hole (441); the damper bolt (45) passes through the steel pad bolt hole (441), the compression spring (43), the friction steel plate bolt hole (421), the friction steel plate elongated hole (411) in sequence and is fixed to the second steel beam bolt hole (112); The shear connector (5) is provided with self-tapping screw holes (51) and shear connector bolts (52). The shear connector (5) is connected to the wooden floorboard (3) through the self-tapping screw holes (51) and the self-tapping screws. The shear connector (5) is connected to the first friction steel plate (41) of the self-resetting shear damper (4) through the shear connector bolts (52). The glued laminated timber frame (2) includes timber beams (21), timber columns (22), and node steel plates (23); the timber beams (21) are provided with timber beam steel plate grooves (211) and timber beam bolt holes (212), and the timber columns (22) are provided with timber column steel plate grooves (221) and timber column bolt holes (222); the timber beam bolt holes (212) are connected to the node steel plates (23) by timber beam bolts (213); the timber column bolt holes (222) are connected to the node steel plates (23) by timber column bolts (223); the timber floor slabs (3) are connected to the timber beams (21) by an overlapping method; the glued laminated timber frames (2) of adjacent two layers are bolted together by the node steel plates (23).

2. The post-earthquake recoverable steel plate shear wall-wood frame hybrid structure according to claim 1, characterized in that, The self-resetting shear dampers (4) are symmetrically arranged on both sides of the steel beam (11). 3.The post-earthquake recoverable steel plate shear wall-wood frame hybrid structure according to claim 1, characterized in that, The pressure-bearing steel block (46) is inserted into the rectangular groove (412) of the friction steel plate on both sides of the first friction steel plate (41) through the rectangular opening (113) of the steel beam.

4. The post-earthquake recoverable steel plate shear wall-wood frame hybrid structure according to claim 1, characterized in that, The node steel plate (23) is "L" shaped, and the node steel plate (23) is provided with node steel plate bolt holes (231). There are 3 sets of node steel plate bolt holes (231), which are respectively connected to the bolt holes on the wooden columns (22) at both ends in the vertical direction and the wooden beams (21) in the horizontal direction.

5. The hybrid structure according to claim 1, wherein, The post-tensioned unbonded prestressing tendon (6) passes through the steel beam (11) and is fixed on the steel column (12) by anchorage (7); the post-tensioned unbonded prestressing tendon (6) is selected from any one of prestressed steel strand, prestressed steel wire bundle, prestressed fine-rolled threaded steel or prestressed FRP tendon.

6. The post-earthquake recoverable steel plate shear wall-wood frame hybrid structure according to claim 1, characterized in that, The anchorage (7) is selected from any one of the following: support anchorage, cone plug anchorage, wedge anchorage, and gripping anchorage.

7. A construction method of the post-earthquake recoverable steel plate shear wall-wood frame hybrid structure according to any one of claims 1 to 6, characterized in that, Includes the following steps: S1: Constructing a steel plate shear wall (1): Connect the steel web (13) to the steel beam (11) and steel column (12) by welding or bolting. The steel web (13) has cutouts (131) at the four corners. Weld shear steel plates (14) onto the steel column (12). Shear steel plates (14) have oblong holes (141) on the shear steel plates (14). The end of the steel beam (11) is provided with a first steel beam bolt hole (111). The steel beam bolt (15) passes through the oblong hole (141) of the shear steel plate and the first steel beam bolt hole (111) to connect the shear steel plate (14) and the steel beam (11). Pass the post-tensioned unbonded prestressed tendons (6) through the steel beam (11) and fix them on the steel column (12) by anchors (7) to obtain the steel plate shear wall (1). S2: Assemble into a glued laminated timber frame (2): Connect the horizontal timber beams (21) and the node steel plates (23) with timber beam bolts (213), and connect the two vertical timber columns (22) and the node steel plates (23) with timber column bolts (223). After completion, the glued laminated timber frame (2) is obtained. S3: Install the self-resetting shear damper (4): Pass the damper bolt (45) through the bolt hole (441) of the steel pad plate, the compression spring (43), the bolt hole (421) of the friction steel plate, and the elongated hole (411) of the friction steel plate and the bolt hole (112) of the second steel beam in sequence to fix it, thus obtaining the self-resetting shear damper (4); arrange the self-resetting shear damper (4) symmetrically along both sides of the steel beam (11); the pressure-bearing steel block (46) passes through the rectangular opening (113) of the steel beam and is inserted into the rectangular groove (412) of the friction steel plate on both sides of the first friction steel plate (41); S4: Overall assembly: The wooden floorboard (3) is hoisted between the steel plate shear wall (1) and the glued laminated timber frame (2); the shear connector (5) is connected to the wooden floorboard (3) through the self-tapping screw hole (51) and the self-tapping screw, and the shear connector (5) is connected to the first friction steel plate (41) of the self-resetting shear damper (4) through the shear connector bolt (52); the wooden floorboard (3) is connected to the steel plate shear wall (1) through the self-resetting shear damper (4) and the shear connector (5), and then the vertically set glued laminated timber frame (2) is connected to the horizontally set wooden floorboard (3) so that the components are connected to form an integral whole, and the construction is carried out layer by layer to complete the construction of the entire structure.

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