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

Abstract

To provide a hybrid structure of steel plate shear wall and wooden frame that reduces earthquake damage to multi-story wooden structures and enables recovery after an earthquake, and a construction method thereof. [Solution] The system includes a steel shear wall 1, a laminated timber frame 2, a wooden floor slab 3, a self-returning shear damper, a shear connector, post-tensioned unbonded prestressing bars and anchors, where the self-returning shear damper and shear connector are used to connect the steel shear wall and the wooden floor slab, and the post-tensioned unbonded prestressing bars are used in the steel shear wall. The lateral resistance performance of the steel shear wall 1 not only helps to solve the seismic challenges of wooden structural systems as they develop into high-rise buildings, but also achieves further environmental protection and sustainable development of architectural structures by combining wood and steel materials, and also greatly improves the construction speed of the entire structure because a large amount of prefabricated members can be used and the wooden structure itself can be easily assembled and constructed.

Description

[Technical field]

[0001] The present invention relates to the field of architectural engineering, and in particular to an earthquake-resilient hybrid steel shear wall-wood frame structure and its construction method. [Background technology]

[0002] Wood structures have the advantages of being environmentally friendly, easy to assemble, and having high seismic performance, so they have attracted more and more attention. However, traditional wood structures are mostly applied to low-rise buildings of 2 to 3 stories, and at the current stage of China's high population density, it is difficult to meet the demand for land utilization rate. In order to fully utilize the excellent performance of wood, it is necessary to urgently develop multi-story wood structures and wood-concrete structure systems. However, in multi-story wood structures, lateral resistance performance is a weak point. In China's current earthquake resistance standards, the earthquake resistance countermeasure objectives and design methods are three-level measures and two-stage design methods, respectively. Although the traditional pure wood structure system relies on the ductility and structural deformation of building materials to resist earthquake action, consume earthquake energy, ensure the safety of the main structure, and do not collapse the structure after the earthquake, it often generates large residual deformation in the structure and components, which increases the difficulty and cost of repairing the structure after the earthquake. The steel-wood hybrid structure fully exerts the respective advantages of wood and steel, and its seismic performance is greatly improved compared with the pure wood structure, and the steel-wood structure can be developed into a multi-story and large span structure. Furthermore, the steel-wood hybrid structure has a high degree of prefabrication, which meets the proposal for green architecture.

[0003] However, the recoverable functional characteristics in the seismic design of steel-wood hybrid shear walls have not been well designed and realized, and after earthquake action, the steel frame and wood shear wall will have large residual deformation, which is difficult to repair. Registered patent CN105756217B provides a steel-wood hybrid shear wall with self-return function after earthquake, using friction dampers, under medium or large earthquakes, the shear force on the friction damper is greater than the sliding shear force, the friction surface of the damper starts to slide to consume energy, and the damage of the wood shear wall can be greatly reduced. Post-tensioned unbonded prestressing bars are always in an elastic tension state, and after an earthquake, the beam-column nodes return to their initial state under the action of the prestressing bars, the steel beams and steel columns are basically not damaged, the residual deformation of the structure is very small, the friction damper will not be destroyed by earthquake action, and it does not need to be replaced after an earthquake. However, the friction damper only has an energy-consuming effect and does not have a self-returning function, and the organic friction material in the friction damper may be damaged. The single horizontal bearing capacity of the earthquake-resistant wall proposed in the patent is not high, and when applied to a structural system, it may be necessary to arrange many such shear walls, and wooden shear walls are easily damaged under the action of horizontal reciprocating loads (Patent Document 1). [Prior art documents] [Patent documents]

[0004] [Patent Document 1] China Patent Application Publication No. 105756217 Summary of the Invention [Problem to be solved by the invention]

[0005] The objective of the present invention is to provide a hybrid steel shear wall-wood frame structure and its construction method capable of recovering after an earthquake, which can reduce the earthquake disaster of multi-story wooden structures, and to solve the problem of insufficient lateral resistance performance of multi-story solid wooden structures, in order to overcome the defects in the prior art. The present invention can fully bring into play the characteristics of two kinds of materials. In terms of architecture, the structural system can rationally utilize architectural space, and in addition to the distribution of shear walls in the lateral resistance system, the architectural separation of the laminated timber frame system is flexible. In terms of structure, the structural system can fully bring into play the advantages of the lateral resistance capacity of the steel shear wall structure and the load-bearing capacity of the laminated timber frame structure, and through rational design, the functions of both the lateral resistance system and the load-bearing system are separated and play their respective roles. In addition, the damper between the two systems deforms to dissipate the earthquake input energy when many earthquakes occur, and the lateral resistance system dissipates energy to resist earthquake action under the action of design intensity earthquakes and rare earthquakes. In this way, the hierarchy and arrangement of different structural members in the structural system are fully utilized, so that the whole structure forms a two-stage reinforced load-bearing characteristic and a mechanism for post-earthquake functional recovery, thereby reducing the cost and difficulty of repairing the structure after an earthquake. [Means for solving the problem]

[0006] The object of the present invention can be achieved by the following technical solutions:

[0007] One aspect of the present invention provides a post-earthquake recoverable hybrid steel shear wall-wood frame structure, which includes a steel shear wall, a timber frame, a wood floor slab, a self-returning shear damper, a shear connector, a post-tensioned unbonded prestressing bar and an anchor. The steel shear wall includes a steel beam, a steel column and a steel web, two adjacent layers of steel columns are connected by bolts or welding, the post-tensioned unbonded prestressing bar penetrates the steel beam and is fixed on the steel column by an anchor, the wood floor slab is connected to the steel shear wall by the self-returning shear damper and the shear connector, and the timber frame is connected to the wood floor slab.

[0008] Furthermore, the upper and lower sides of the steel web are connected to steel beams, and the left and right sides are connected to steel columns, and the steel web is connected to the steel beams and the steel columns by welding or bolts.

[0009] Furthermore, notches are left at the four corners of the steel web.

[0010] Furthermore, the steel column is connected to a shear steel plate, a shear steel plate oval hole is provided in the shear steel plate, a first steel beam bolt hole is provided at the end of the connection side between the steel beam and the steel column, and a steel beam bolt passes through the shear steel plate oval hole and the first steel beam bolt hole to connect the shear steel plate and the steel beam.

[0011] Furthermore, a second steel beam bolt hole and a steel beam rectangular hole are provided in the steel beam, and the self-returning shear damper includes a first friction steel plate, a second friction steel plate, a compression spring, a steel underlay plate, a damper bolt and a pressure-resistant steel block, wherein a friction steel plate oval hole is provided in the first friction steel plate, a friction steel plate bolt hole is provided in the second friction steel plate, and a steel underlay plate bolt hole is provided in the steel underlay plate, and the damper bolt is fixed to the second steel beam bolt hole through the steel underlay plate bolt hole, the compression spring, the friction steel plate bolt hole and the friction steel plate oval hole.

[0012] Furthermore, the first friction steel plate, the second friction steel plate, the compression spring, and the steel underplate are symmetrically arranged on both sides of the steel beam.

[0013] Furthermore, a self-tapping screw hole and a shear connector bolt are installed in the shear connector, the shear connector is connected to a wooden floor slab by the self-tapping screw hole and the self-tapping screw, and the shear connector is connected to a first friction steel plate of a self-returning shear damper by the shear connector bolt.

[0014] Furthermore, the laminated timber frame includes wooden beams, wooden columns and node steel plates, the wooden beams are provided with wooden beam steel plate grooves and wooden beam bolt holes, the wooden columns are provided with wooden column steel plate grooves and wooden column bolt holes, the wooden beam bolt holes are connected to the node steel plates by wooden beam bolts, the wooden column bolt holes are connected to the node steel plates by wooden column bolts, and the wooden floor slab 3 and the wooden beams 21 are connected by a lap joint method.

[0015] Furthermore, adjacent two layers of laminated timber frames are bolted together by the node steel plates.

[0016] Furthermore, the node steel plate is "L" shaped, and node steel plate bolt holes are provided in the node steel plate, and three sets of node steel plate bolt holes are provided, 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.

[0017] Furthermore, the post-tensioned unbonded prestressing bar is selected from the group consisting of prestressing steel strands, prestressing steel wire bundles, prestressing finished rolled spiral steel, and prestressing FRP bars.

[0018] Furthermore, the anchor is selected from the group consisting of a support type anchor, a taper plug type anchor, a clip type anchor, and a grip type anchor.

[0019] The present invention provides a construction method for a hybrid steel shear wall-wood frame structure that can be restored after an earthquake. Building a steel plate shear wall: Step S1 of connecting a steel web plate to a steel beam and a steel column by welding or bolting, leaving notches at the four corners of the steel web plate, welding a shear steel plate to a steel column, leaving a shear steel plate oval hole in the shear steel plate, providing a first steel beam bolt hole at the end of the steel beam, connecting the shear steel plate and the steel beam with a steel beam bolt passing through the shear steel plate oval hole and the first steel beam bolt hole, passing a post-tensioned unbonded prestressing bar through the steel beam and fixing it on the steel column with an anchor to obtain a steel plate shear wall; Assembling into a laminated timber frame: Step S2 of connecting the horizontal wooden beams and the node steel plate with wooden beam bolts, connecting the two vertical wooden pillars and the node steel plate with wooden pillar bolts, and obtaining the laminated timber frame after completion; Step S3 of installing the self-returning shear damper: the damper bolt is passed through the steel plate bolt hole, the compression spring, the friction steel plate bolt hole and the friction steel plate oval hole in sequence, and fixed to the second steel beam bolt hole to obtain a self-returning shear damper, and the self-returning shear damper is arranged symmetrically along both sides of the steel beam, and the pressure-resistant steel block is passed through the steel beam rectangular hole and inserted into the friction steel plate rectangular groove on the first friction steel plate on both sides; Overall assembly: hoisting and installing the wooden floor slab between the steel plate shear wall and the laminated timber frame, connecting the shear connector to the wooden floor slab by the self-tapping screw holes and self-tapping screws, connecting the shear connector and the first friction steel plate of the self-returning shear damper by the shear connector bolt, connecting the wooden floor slab to the steel plate shear wall by the self-returning shear damper and the shear connector, then connecting the vertically installed laminated timber frame to the horizontally installed wooden floor slab, connecting the members to form a whole, and erecting layer by layer to complete the construction of the entire structure. Step S4. Effect of the Invention

[0020] Compared with the prior art, the present invention has the following advantages: (1) This invention introduces steel shear walls into wooden structures, greatly improving the lateral resistance performance of the structure. In a hybrid structural system of steel shear walls and wooden frames, most of the lateral forces are borne by the steel shear walls, reducing the destruction of the wooden structural parts. (2) The present invention has a strong impact absorption effect and excellent earthquake resistance performance. In a small earthquake, the steel shear wall has good lateral resistance rigidity and can resist horizontal seismic shear force; in a medium or large earthquake, the steel shear wall can bear most of the lateral force, and at the same time, the self-returning shear damper between the steel shear wall and the laminated timber frame can deform, fully playing the role of energy consumption and impact absorption. (3) The present invention has a self-returning function, which makes the structure easy to repair after an earthquake and greatly reduces the cost of repair. Under a moderate or large earthquake, the steel plates of the self-returning shear damper dissipate energy through mutual friction, effectively control the deformation of the steel plate shear wall, and greatly reduce the damage to the steel plate shear wall. The post-tensioned unbonded prestressing bars on the edge beams of the steel plate shear wall are always in an elastic tension state, and under the action of the prestressing bars, the structure returns to its initial state, and the residual deformation of the structure is very small. The self-returning shear damper can withstand multiple earthquake actions if it maintains its elasticity under earthquake actions without irreversible deformation or destruction. (4) The present invention employs a large number of prefabricated components, and coupled with the ease of construction of the wooden structure itself, it greatly improves the speed and progress of structural construction, conforms to the development trend of industrialization of construction, and has great prospects for practical construction applications. [Brief description of the drawings]

[0021] [Figure 1] FIG. 1 is a three-dimensional schematic diagram of an earthquake-recoverable steel shear wall-wood frame hybrid structure according to a first embodiment of the present invention. [Diagram 2] FIG. 1 is a schematic diagram of a single-layer three-dimensional structure of a post-earthquake recoverable steel plate shear wall-wood frame hybrid structure according to a first embodiment of the present invention. [Diagram 3] FIG. 1 is a schematic diagram of a connection method between a steel plate shear wall, stress bars, and anchors in accordance with a first embodiment of the present invention. [Figure 4] FIG. 1 is a schematic diagram of a connection method between a shear steel plate and a steel beam in accordance with a first embodiment of the present invention. [Diagram 5] FIG. 1 is a structural schematic diagram of a laminated timber frame according to a first embodiment of the present invention. [Figure 6] FIG. 1 is a plan view of a connection method between a self-returning shear damper and a steel beam according to a first embodiment of the present invention. [Figure 7] FIG. 1 is an exploded view of the connection method between the self-returning shear damper and a steel beam according to the first embodiment of the present invention. [Figure 8] FIG. 1 is a schematic diagram of the connection method of the shear connector of the first embodiment of the present invention with a wooden floor slab and a self-returning shear damper. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0022] In order to make the objectives, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be described clearly and completely below with reference to the drawings in the embodiments of the present invention, and obviously, the described embodiments are only some embodiments of the present invention, but not all embodiments. The components of the embodiments of the present invention generally described and illustrated in the drawings in this specification can be arranged and designed in a wide variety of different configurations.

[0023] Therefore, the following detailed description of the embodiments of the present invention provided in the drawings is not intended to limit the scope of the claimed invention, but merely represents selected embodiments of the present invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without requiring creative labor belong to the technical scope of the present invention.

[0024] In the description of the embodiments of the present invention, it should be understood that the orientations or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are orientations or positional relationships indicated based on the drawings, or are orientations or positional relationships that are usually placed when the product of the present invention is used, or are orientations or positional relationships that are usually recognized by those skilled in the art, and are merely for the purpose of explaining and simplifying the present invention, and do not indicate or imply that the devices or elements shown necessarily have a specific orientation or are configured or operated in a specific orientation, and therefore should not be understood as limiting the present invention. Those skilled in the art can understand the specific meaning of the above terms in the present invention according to the specific situation.

[0025] Example 1 As shown in Figure 1, this embodiment provides a single-layer seismically recoverable steel shear wall-wood frame hybrid structure. As shown in Figure 2, the single-layer structure includes a steel shear wall 1, a timber frame 2, a wood floor slab 3, self-returning shear dampers 4, shear connectors 5, post-tensioned unbonded prestressing bars 6 and anchors 7. The horizontally installed wood floor slab 3 is fixedly connected to the vertically installed steel shear wall 1 by two symmetrically installed sets of self-returning shear dampers 4 and shear connectors 5. The timber frame 2 is connected to the wood floor slab 3.

[0026] As shown in Fig. 3, the steel plate shear wall 1 includes a steel beam 11, a steel column 12, and a steel web plate 13. Both the top and bottom sides of the steel web plate 13 are connected to the steel beams 11, and both the left and right sides are connected to the steel columns 12, and the steel web plate 13 is connected to the steel beams 11 and the steel columns 12 by welding or bolts. The post-tensioned unbonded prestressing bars 6 penetrate the steel beams 11 and are fixed and connected to the steel columns 12 by anchors 7. Notches 131 are provided at the four corners of the steel web plate 13.

[0027] As shown in FIG. 4 , the steel column 12 is connected to a shear steel plate 14, a shear steel plate oval hole 141 is provided in the shear steel plate 14, a first steel beam bolt hole 111 is provided at the end of the connection side between the steel beam 11 and the steel column 12, and the steel beam bolt 15 passes through the shear steel plate oval hole 141 and the first steel beam bolt hole 111 to connect the shear steel plate 14 and the steel beam 11.

[0028] 5, the laminated timber frame 2 includes a wooden beam 21, a wooden post 22, and an "L"-shaped node steel plate 23. The wooden beam 21 is provided with a wooden beam steel plate groove 211 and a wooden beam bolt hole 212, and the wooden post 22 is provided with a wooden post steel plate groove 221 and a wooden post bolt hole 222.

[0029] Here, the wooden beam bolt holes 212 are connected to the node steel plate 23 by wooden beam bolts 213, and the wooden pillar bolt holes 222 are connected to the node steel plate 23 by wooden pillar bolts 223. Node steel plate bolt holes 231 are provided in the node steel plate 23, and three sets of node steel plate bolt holes 231 are provided, which are respectively connected to the bolt holes on the wooden pillars at both ends in the vertical direction and on the wooden beams in the horizontal direction.

[0030] As shown in FIGS. 6 and 7, the self-returning shear damper 4 includes a first friction steel plate 41, a second friction steel plate 42, a compression spring 43, a steel underplate 44, a damper bolt 45 and a pressure-resistant steel block 46.

[0031] Here, the first friction steel plate 41 has a friction steel plate oval hole 411 and a friction steel plate rectangular groove 412, the second friction steel plate 42 has a friction steel plate bolt hole 421, and the steel plate 44 has a steel plate bolt hole 441. The damper bolt 45 is composed of a damper screw 451 and a damper nut 452. The damper screw 451 passes through the steel plate bolt hole 441, the compression spring 43, the friction steel plate bolt hole 421, and the friction steel plate oval hole 411 in this order, and is fixedly connected to the second steel beam bolt hole 112.

[0032] Here, the pressure-resistant steel blocks 46 pass through the steel beam rectangular holes 113 and are inserted into the friction steel plate rectangular grooves 412 on the first friction steel plates 41 on both sides.

[0033] As shown in FIG. 8 , a self-tapping screw hole 51 and a shear connector bolt 52 are installed in the shear connector 5, the shear connector 5 is connected to the wooden floor slab 3 by the self-tapping screw hole 51 and the self-tapping screw, and the shear connector 5 and the first friction steel plate 41 of the self-returning shear damper 4 are connected by the shear connector bolt 52.

[0034] Example 2 This embodiment provides a construction method for a hybrid steel shear wall-wood frame structure that can be restored after an earthquake, Building a steel plate shear wall 1: Step S1 of connecting a steel web plate 13 to a steel beam 11 and a steel column 12 by welding or bolts, leaving notches 131 at the four corners of the steel web plate 13, welding a shear steel plate 14 to the steel column 12, leaving a shear steel plate oval hole 141 in the shear steel plate 14, providing a first steel beam bolt hole 111 at the end of the steel beam 11, connecting the shear steel plate 14 and the steel beam 11 with a steel beam bolt 15 penetrating the shear steel plate oval hole 141 and the first steel beam bolt hole 111, penetrating a post-tensioned unbonded prestressing bar 6 into the steel beam 11 and fixing it on the steel column 12 with an anchor 7 to obtain a steel plate shear wall 1; Assembling the laminated timber frame 2: connecting the horizontal wooden beams 21 and the node steel plates 23 with wooden beam bolts 213, and connecting the two vertical wooden columns 22 and the node steel plates 23 with wooden column bolts 223, and obtaining the laminated timber frame 2 after completion in step S2; Step S3 of installing the self-returning shear damper 4: the damper bolt 45 is passed through the steel bottom plate bolt hole 441, the compression spring 43, the friction steel plate bolt hole 421 and the friction steel plate oval hole 411 in sequence, and fixed to the second steel beam bolt hole 112 to obtain the self-returning shear damper 4, and the self-returning shear damper 4 is symmetrically arranged along both sides of the steel beam 11, and the pressure-resistant steel block 46 is passed through the steel beam rectangular hole 113, and inserted into the friction steel plate rectangular groove 412 on the first friction steel plate 41 on both sides; Overall assembly: hoisting and installing the wooden floor slab 3 between the above-mentioned steel plate shear wall 1 and the laminated timber frame 2, connecting the shear connector 5 to the wooden floor slab 3 through the self-tapping screw hole 51 and the self-tapping screw, connecting the shear connector 5 to the first friction steel plate 41 of the above-mentioned self-returning shear damper 4 through the shear connector bolt 52, connecting the wooden floor slab 3 to the steel plate shear wall 1 through the self-returning shear damper 4 and the shear connector 5, then connecting the vertically installed laminated timber frame 2 to the horizontally installed wooden floor slab 3, connecting the members to form a whole, and erecting layer by layer to complete the construction of the entire structure. Step S4.

[0035] The above is a detailed description of the preferred embodiments of the present invention. It should be understood that those skilled in the art can make many modifications and changes based on the concept of the present invention without creative labor. Therefore, any technical solution obtained by those skilled in the art based on the concept of the present invention through logical analysis, reasoning or limited experiments on the prior art should be within the protection scope defined by the claims. [Explanation of symbols]

[0036] 1 Steel plate shear wall 11 Steel beam 111 First steel beam bolt hole 112 Second steel beam bolt hole 113 Steel beam rectangular hole 12 Steel column 13 Steel belly plate 131 Cut 14 Shear steel plate 141 Shear steel plate with oval hole 15 Steel Beam Bolts 2 Laminated wood frame 21 Wood beam 211 Wood beam steel plate groove 212 Wooden beam bolt hole 213 Wooden beam bolt 22 Wooden Pillar 221 Wooden pillar steel plate groove 222 Wooden pillar bolt hole 223 Wooden Pole Bolt 23 Node Steel Plate 231 Node Steel Plate Bolt Hole 3 Wooden floor slabs 4. Self-resetting shear damper 41 First friction steel plate 411 Friction steel plate oval hole 412 Friction steel plate rectangular groove 42 Second friction steel plate 421 Friction steel plate bolt hole 43 Compression Spring 44 Steel plate 441 Steel plate bolt hole 45 Damper bolt 451 Damper screw 452 Damper Nut 46 Pressure-resistant steel block 5 Shear Connector 51 Self-tapping screw hole 52 Shear connector bolt 6 Post-tensioned unbonded prestressing bars 7. Anchor

Claims

1. The present invention comprises a steel plate shear wall (1), a timber frame (2), a wooden floor slab (3), a self-returning shear damper (4), a shear connector (5), a post-tensioned unbonded prestressing bar (6) and an anchor (7), the steel plate shear wall (1) comprises a steel beam (11), a steel column (12) and a steel web (13), the adjacent two layers of steel columns (12) are connected by bolts or welding, the wooden floor slab (3) is connected to the steel beam (11) by the self-returning shear damper (4) and the shear connector (5), and the timber frame (2) is connected to the wooden floor slab (3), Notches (131) are left at the four corners of the steel web plate (13), and both the top and bottom sides of the steel web plate (13) are connected to the steel beams (11), and both the left and right sides of the steel web plate (13) are connected to the steel columns (12), and the steel web plate (13) is connected to the steel beams (11) and the steel columns (12) by welding or bolts, A wooden floor slab (3) is hoisted and installed between the steel plate shear wall (1) and the laminated timber frame (2), a shear connector (5) is connected to the wooden floor slab (3) by a self-tapping screw hole (51) and a self-tapping screw, the shear connector (5) and a first friction steel plate (41) of a self-returning shear damper (4) are connected by a shear connector bolt (52), the wooden floor slab (3) is connected to the steel plate shear wall (1) by the self-returning shear damper (4) and the shear connector (5), and the vertically installed laminated timber frame (2) is connected to the horizontally installed wooden floor slab (3); The laminated timber frame (2) includes a wooden beam (21), a wooden post (22) and a node steel plate (23), the wooden beam (21) is provided with a wooden beam steel plate groove (211) and a wooden beam bolt hole (212), the wooden post (22) is provided with a wooden post steel plate groove (221) and a wooden post bolt hole (222), the wooden beam bolt hole (212) is connected to the node steel plate (23) by a wooden beam bolt (213), the wooden post bolt hole (222) is connected to the node steel plate (23) by a wooden post bolt (223), the wooden floor slab (3) and the wooden beam (21) are connected by a lap joint method, and the adjacent two layers of the laminated timber frame (2) are bolted to the node steel plate (23); The steel beam (11) is provided with a second steel beam bolt hole (112) and a steel beam rectangular hole (113), the self-returning shear damper (4) includes a first friction steel plate (41), a second friction steel plate (42), a compression spring (43), a steel sole plate (44), a damper bolt (45) and a pressure-resistant steel block (46), the first friction steel plate (41) is provided with a friction steel plate oval 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), the steel sole plate (44) is provided with a steel sole plate bolt hole (441), and the damper bolt (45) is fixed to the second steel beam bolt hole (112) by passing through the steel sole plate bolt hole (441), the compression spring (43), the friction steel plate bolt hole (421) and the friction steel plate oval hole (411) in order; The shear connector (5) is provided with a self-tapping screw hole (51) and a shear connector bolt (52), the shear connector (5) is connected to a wooden floor slab (3) by the self-tapping screw hole (51) and the self-tapping screw, and the shear connector (5) is connected to a first friction steel plate (41) of a self-returning shear damper (4) by the shear connector bolt (52); The post-tensioned unbonded prestressing bar (6) penetrates the steel beam (11) and is fixed on the steel column (12) by an anchor (7), and the post-tensioned unbonded prestressing bar (6) is selected from any one of prestressing steel strands, prestressing steel wire bundles, prestressing rolled spiral steel, and prestressing FRP bars; The hybrid structure of the steel plate shear wall and the wood frame, characterized in that the anchor (7) is selected from any one of a support type anchor, a taper plug type anchor, a clip type anchor, and a grip type anchor.

2. The hybrid steel shear wall-wood frame structure according to claim 1, characterized in that the self-returning shear dampers (4) are symmetrically arranged on both sides of the steel beam (11).

3. The hybrid steel shear wall-wood frame structure according to claim 1, characterized in that the pressure-resistant steel blocks (46) are inserted through the steel beam rectangular holes (113) into the friction steel rectangular grooves (412) on the first friction steel plates (41) on both sides.

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

5. A step S1 for erecting a steel plate shear wall (1), comprising the steps of: connecting a steel web plate (13) to a steel beam (11) and a steel column (12) by welding or bolts; leaving notches (131) at the four corners of the steel web plate (13); welding a shear steel plate (14) to the steel column (12); leaving a shear steel plate oval hole (141) in the shear steel plate (14); providing a first steel beam bolt hole (111) at the end of the steel beam (11); passing a steel beam bolt (15) through the shear steel plate oval hole (141) and the first steel beam bolt hole (111) to connect the shear steel plate (14) and the steel beam (11); passing a post-tensioned unbonded prestressing bar (6) through the steel beam (11) and fixing the bar to the steel column (12) with an anchor (7); and obtaining a steel plate shear wall (1). Step S2 of assembling the laminated timber frame (2), in which the horizontal wooden beams (21) and the node steel plates (23) are connected with wooden beam bolts (213), and the two vertical wooden pillars (22) and the node steel plates (23) are connected with wooden pillar bolts (223), and the laminated timber frame (2) is obtained after completion; Step S3 of installing the self-returning shear damper (4), in which the damper bolt (45) is passed through the steel bottom plate bolt hole (441), the compression spring (43), the friction steel plate bolt hole (421) and the friction steel plate oval hole (411) in sequence to be fixed to the second steel beam bolt hole (112) to obtain the self-returning shear damper (4), and the self-returning shear damper (4) is symmetrically arranged along both sides of the steel beam (11), and the pressure-resistant steel block (46) is passed through the steel beam rectangular hole (113) and inserted into the friction steel plate rectangular groove (412) on the first friction steel plate (41) on both sides; and step S4 of assembling the entire structure by connecting the members to form a whole structure and erecting the whole structure layer by layer to complete the construction of the entire structure.

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