Energy-dissipating self-centering steel frame-orthogonal laminated timber composite shear wall

Abstract

The application provides a kind of energy-consumable self-resetting steel frame-orthogonal laminated wood composite shear wall, including shear wall body, square groove formed on the shear wall body;Yield type connecting component is arranged on the outer periphery of the shear wall body;The yield type connecting component includes the I-beam arranged at the top of the shear wall body, the base steel beam arranged at the bottom of the shear wall body, the I-beam column arranged on both sides of the shear wall body.The application can improve the energy consumption capacity of the shear wall body by installing the friction type connecting component or the yield type connecting component, and prestress is applied by the process of tensioning the steel strand once every four floors along the vertical direction, which provides the self-resetting function for the composite shear wall, improves the energy consumption capacity of the structure, enhances the seismic toughness of the structure, so that the overall stiffness of the orthogonal laminated wood shear wall is large, the deformation after the earthquake is small, and after failure, the steel member can be directly replaced, the repair is convenient, and the cost is controllable.

Description

Technical Field

[0001] This invention relates to the field of construction, specifically to an energy-consuming self-resetting steel frame-orthogonal glued laminated timber composite shear wall. Background Technology

[0002] Cross-laminated timber (CLT) is a type of heavy engineered wood, a prefabricated engineered wood panel made of at least three layers of solid lumber or structural composite boards orthogonally assembled and glued together with structural adhesives. It features high lateral stiffness, good load-bearing capacity, dimensional stability, excellent bidirectional mechanical properties, environmental friendliness, and a high degree of industrialization. It is commonly used for floor slabs and shear walls in multi-story and high-rise timber structures. However, under seismic loads, traditional CLT shear walls will lose their lateral load-bearing capacity due to premature failure of the joint areas, resulting in a "weak joint, strong component" failure mode. Furthermore, the walls have relatively low lateral stiffness and significant residual deformation after earthquakes. In multi-story and high-rise timber and timber composite structures, the proportion of horizontal loads in the total structural load increases rapidly with building height. Shear walls are crucial lateral force resisting components in multi-story and high-rise structures, and their lateral force resisting performance determines the seismic performance of these structures. Therefore, the research direction of this invention is to design an energy-consuming self-resetting steel frame-orthogonal glued laminated timber composite shear wall with good seismic toughness, high lateral stiffness, small residual deformation after earthquake, and high degree of prefabrication. Summary of the Invention

[0003] This invention provides an energy-consuming, self-resetting steel frame-orthogonal glued laminated timber composite shear wall, which can effectively solve the above-mentioned problems.

[0004] This invention is implemented as follows:

[0005] A self-resetting steel frame-orthogonal glued laminated timber composite shear wall, comprising:

[0006] Shear wall, with square grooves formed on the shear wall;

[0007] A yielding connection assembly is disposed on the outer periphery of the shear wall; the yielding connection assembly includes an I-beam disposed at the top of the shear wall, a foundation steel beam disposed at the bottom of the shear wall, and I-beam columns disposed on both sides of the shear wall;

[0008] At least three sets of yield-type connectors are provided between the I-beam and the shear wall. The yield-type connector includes a U-shaped steel, a first anchoring steel plate disposed inside the square groove, and a first bolt disposed between the U-shaped steel and the first anchoring steel plate. The first bolt passes through an eighth connecting hole to fix the U-shaped steel.

[0009] The second connector is located at the angle where the I-beam, the foundation beam, and the I-beam column are connected; the second connector includes a lower anchor, and a steel strand for connecting the I-beam, the foundation beam, and the I-beam column is provided in the middle of the lower anchor.

[0010] An elongated hole anchor plate is provided on both sides of the web of the I-beam column; stiffening ribs are provided on both sides of the I-beam column; a pad is provided between the stiffening ribs and the shear wall, which is used to limit the horizontal slippage of the lower end of the shear wall under lateral load;

[0011] The third connector includes a second anchoring steel plate that clamps the foundation steel beam and the shear wall and is fixed by a third bolt passing through the ninth connecting hole.

[0012] As a further improvement, the pad is fitted to the stiffening rib, and the pad is located at 2 / 3 of the height of the stiffening rib.

[0013] As a further improvement, both ends of the I-beam and the foundation beam are symmetrically provided with a first reserved hole and a third reserved hole for connecting with the steel strand, and the I-beam is provided with a third connecting hole for connecting with the first bolt at equal intervals between the first reserved holes.

[0014] As a further improvement, the two ends of the I-beam column are respectively provided with a symmetrical fourth and fifth connecting hole, a sixth connecting hole and a seventh connecting hole.

[0015] As a further improvement, the elongated hole anchor plate is symmetrically provided with second bolts, which pass through the third and fourth elongated screw holes provided on the elongated hole anchor plate to fix the elongated hole anchor plate.

[0016] As a further improvement, a gap is reserved between the shear wall and the I-beam column for placing the pad.

[0017] As a further improvement, the length of the first bolt, the second bolt, the third bolt, and the fourth bolt is 16mm.

[0018] The beneficial effects of this invention are:

[0019] (1) The present invention has friction type and yield type energy dissipation nodes to choose from. Both types of nodes have high initial shear stiffness, good energy dissipation capacity after activation and large shear bearing capacity. After introducing these two types of nodes into the steel-wood composite wall, the shear force and tension can be effectively transferred between the frame and the infill wall. After the nodes are activated to dissipate energy, the ductility of the composite wall can be significantly improved.

[0020] (2) The I-beams and foundation beams are connected by hinged joints. The I-beams can be regarded as reversible rocking columns. Under the action of lateral force, the I-beams and the internal shear wall are allowed to have a high relative horizontal slip. After the relative horizontal slip is transmitted to the node, its friction energy dissipation or yield energy dissipation mechanism can be fully utilized.

[0021] (3) Based on the high degree of prefabrication of the structural system formed by the self-resetting steel frame-orthogonal glued laminated timber composite shear wall, the prestress can be applied by tensioning the prestressed steel strands once every four floors along the vertical direction of the building structure, which provides the self-resetting function of the composite shear wall, improves the energy dissipation capacity of the structure, enhances the seismic toughness of the structure, and thus makes the overall stiffness of the orthogonal glued laminated timber shear wall large, the deformation after the earthquake is small, and the construction of the structure is convenient. Attached Figure Description

[0022] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of the present invention and should not be regarded as a limitation of the scope. For those skilled in the art, other related drawings can be obtained from these drawings without creative effort.

[0023] Figure 1 This is an assembly diagram of Example 1.

[0024] Figure 2 This is a structural diagram of the yielding type connection component in Embodiment 1.

[0025] Figure 3 This is a front view of the yielding type connection component in Embodiment 1.

[0026] Figure 4 This is an enlarged view of A in Example 1.

[0027] Figure 5 This is an enlarged view of B in Example 1.

[0028] Figure 6 This is a structural diagram of the I-beam column in Example 1.

[0029] Figure 7 This is a structural diagram of the U-shaped steel in Example 1.

[0030] Figure 8 This is an enlarged view of C in Example 1.

[0031] Figure 9 This is a structural diagram of the I-beam in Example 1.

[0032] Figure 10 This is a structural diagram of the shear wall in Example 1.

[0033] Figure 11 This is a structural diagram of the foundation steel beam in Example 1.

[0034] Figure 12 This is an assembly diagram of Example 2.

[0035] Figure 13 This is a structural diagram of the friction-type connection component, shear wall, I-beam column, and I-beam beam in Embodiment 2.

[0036] Figure 14 This is an enlarged view of D in Example 2.

[0037] Figure 15 This is a structural diagram of the I-beam in Example 2.

[0038] Figure 16 This is a structural diagram of the shear wall in Example 2.

[0039] Explanation of icon numbers:

[0040] 1. Shear wall; 10. Square channel; 12. First connecting hole; 14. Second connecting hole; 18. Boss;

[0041] 2. Yielding type connecting assembly; 20. I-beam; 200. First reserved hole; 202. Third connecting hole; 206. Second reserved hole; 207. First oblong bolt hole; 208. Second oblong bolt hole; 21. I-beam column; 210. Fourth connecting hole; 211. Fifth connecting hole; 212. Sixth connecting hole; 213. Seventh connecting hole; 22. First connecting piece; 23. Yielding type connecting piece; 230. U-shaped Steel; 231, First anchoring steel plate; 232, First bolt; 233, Eighth connecting hole; 24, Second connecting piece; 240, Lower anchor; 241, Steel strand; 242, Oblong hole anchoring plate; 243, Stiffening rib; 244, Spacer block; 245, Second bolt; 246, Third oblong bolt hole; 247, Fourth oblong bolt hole; 25, Third connecting piece; 250, Second anchoring steel plate; 252, Third bolt;

[0042] 3. Foundation steel beam; 30. Third reserved hole; 32. Ninth connecting hole;

[0043] 5. Friction-type connection assembly; 50. Third anchoring steel plate; 51. Fourth anchoring steel plate; 52. Fourth bolt. Detailed Implementation

[0044] 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 a part of the embodiments of the present invention, not all of them. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention. Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to represent selected embodiments of the invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0045] In the description of this invention, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0046] Example 1:

[0047] Reference Figure 1-11 As shown, an energy-consuming self-resetting steel frame-orthogonal glued laminated timber composite shear wall includes a shear wall body 1 and five square grooves 10 formed on the shear wall body 1.

[0048] Yielding-type connection component 2 is disposed on the outer periphery of shear wall 1; yielding-type connection component 2 includes an I-beam 20 disposed at the top of shear wall 1, a foundation steel beam 3 disposed at the bottom of shear wall 1, and I-beam columns 21 disposed on both sides of shear wall 1; wherein, at least three sets of yielding-type connectors 23 are disposed between the I-beam 20 and the shear wall 1, the yielding-type connector 23 includes a U-shaped steel 230, a first anchoring steel plate 231 disposed inside the square channel 10, and a first bolt 232 disposed between the upper limb of the U-shaped steel 230 and the I-beam 20, the first bolt 232 passing through the eighth connector The U-shaped steel 230 is fixed by the connecting hole 233. A high-strength bolt (high-strength bolt is existing technology and will not be described in detail here) is set between the lower leg of the U-shaped steel 230 and the first anchoring steel plate 231. The lower leg of the U-shaped steel 230 is connected to the shear wall 1 by the high-strength bolt. The second connecting member 24 is set at the angle where the I-beam 20, the foundation steel beam 3 and the I-beam column 21 are connected. The second connecting member 24 includes a lower anchor 240. A steel strand 241 for connecting the I-beam 20, the foundation steel beam 3 and the I-beam column 21 is provided in the middle of the lower anchor 240.

[0049] To enable the entire structure to recover more flexibly after vibration, the spacing between the three sets of U-shaped steel beams 230 is further defined as R. The distance between the other two sets of U-shaped steel beams 230 symmetrically arranged on both sides of the central U-shaped steel beam 230 and the side edge of the shear wall 1 is defined as H. Here, H is greater than R, indicating that the U-shaped steel beams 230 are asymmetrically arranged on the shear wall 1, resulting in an asymmetrical load distribution. This leads to smaller deformation in the central region of the shear wall 1 and helps to distribute the stress between the shear wall 1 and the I-beam 20 more evenly. During vibration, this distribution helps to reduce local stress concentration, thereby reducing the risk of structural damage. Simultaneously, the specific hinged structure at the connection area between the I-beam 20 and the I-beam column 21 ensures that under lateral loads, the lower flange at the end of the I-beam 20 and... The contact surface at the top of the I-beam column 21 opens, and under the prestress of the steel strand 241, the opened contact surface tends to close, thus enabling the composite shear wall to have a self-resetting function and enhancing the seismic toughness of the structural system. Furthermore, prestressed steel strands 241 are provided at the connection nodes of the I-beam 20, the foundation steel beam 3, and the I-beam column 21. During an earthquake, the I-beam 20 and the shear wall 1 undergo relative displacement through the setting of the yielding U-shaped steel 230, which helps to dissipate seismic energy and reduce damage to the structure. At the same time, the introduction of prestress can generate additional shear force during an earthquake, enhancing the shear capacity of the nodes. Moreover, the introduction of prestress helps to improve the stiffness and strength of the structure, enabling the structure to better resist deformation when subjected to lateral forces.

[0050] Elongated hole anchor plates 242 are installed on both sides of the web of the I-beam column 21. Stiffening ribs 243 are installed on both sides of the I-beam column 21 to allow relative sliding between the I-beam column 21 and the I-beam beam 20, thus also dissipating some energy. They also perform a self-resetting function under the preload of the steel strands. The stiffening ribs 243 are made of 16mm thick Q235 mild steel with dimensions of 250mm × 100mm. Spacers 244 are installed between the stiffening ribs 243 and the shear wall 1. The pad 244 has dimensions of 80mm×175mm×80mm and is used to limit the horizontal slippage of the lower end of the shear wall 1 under lateral load. A gap is reserved between the shear wall 1 and the I-beam column 21 for placing the pad 244. The elongated hole anchor plate 242 is symmetrically provided with second bolts 245. The second bolts 245 pass through the third elongated hole bolt hole 246 and the fourth elongated hole bolt hole 247 provided on the elongated hole anchor plate 242 to fix the elongated hole anchor plate 242.

[0051] The design of the third oblong bolt hole 246 and the fourth oblong bolt hole 247 on the oblong hole anchor plate 242 allows for adjustments within a certain range to accommodate construction errors or minor structural deformations. Simultaneously, the oblong hole anchor plate 242 is fixed to the I-beam column 21 by the second bolt 245, providing a stable connection node. This allows for relative slippage between the I-beam column and the I-beam, thus achieving some energy dissipation and self-resetting under the preload of the steel strands, especially when subjected to large concentrated loads. The pad 244 provides additional friction, reducing the lateral displacement of the shear wall 1, thereby improving the lateral stiffness and stability of the structure. Furthermore, the pad 244 can also serve as a buffer between the shear wall 1 and the I-beam column 21, helping to disperse and transfer loads and reduce local stress concentration.

[0052] The third connector 25 includes a second anchoring steel plate 250, which clamps the foundation steel beam 3 and the shear wall 1 and is fixed to the ninth connecting hole 32 by a third bolt 252. The third connector 25 provides a relatively stable connection point between the foundation steel beam 3 and the shear wall 1.

[0053] The pad 244 fits against the stiffening rib 243, and the pad 244 is located at 2 / 3 of the height of the stiffening rib 243. The advantages of this arrangement are: (1) it reduces the contact area between the pad 244 and the shear wall 1, thereby reducing friction and facilitating the relative displacement of the shear wall 1; (2) it provides greater flexibility to the shear wall 1, allowing a certain degree of lateral displacement; (3) it simplifies the construction process, because the pad 244 does not need to support the entire height of the stiffening rib 243, thereby reducing construction time and cost.

[0054] Both ends of the I-beam 20 and the foundation beam 3 are symmetrically provided with a first reserved hole 200 and a third reserved hole 30 for connecting with the steel strand 241. The I-beam 20 is provided with a third connecting hole 202 for connecting with the first bolt 232 at equal intervals between the first reserved holes 200.

[0055] The two ends of the I-beam column 21 are respectively provided with a fourth connecting hole 210, a fifth connecting hole 211, a sixth connecting hole 212, and a seventh connecting hole 213.

[0056] The lengths of the first bolt 232, the second bolt 245, the third bolt 252, and the fourth bolt 52 are all 16mm.

[0057] It should be noted that this case involves several connecting components such as bolts, which will not be shown one by one.

[0058] Furthermore, (refer to) Figure 1In this case, a four-layer tensioning method was adopted for high-rise buildings to tension the steel strands 241, thereby creating prestress and better controlling the stability and deformation of the structure. It should be noted that... Figure 1 The eight floors were not fully shown, but... Figure 1 The fourth layer from the bottom is the tensioning point to ensure the stability and uniformity of the overall structure.

[0059] This invention also includes a construction and installation procedure for an energy-consuming self-resetting steel frame-orthogonal glued laminated timber composite shear wall:

[0060] S1, Precast shear wall panel 1;

[0061] S2. Two 200mm×200mm square grooves 10 are opened at the bottom of each shear wall 1, 200mm from the bottom surface. Two first connecting holes 12 with a diameter of 17mm are pre-drilled in the two square grooves 10 respectively. Three 200mm×200mm square grooves 10 are opened at the top, 150mm from the top surface. Three second connecting holes 14 with a diameter of 17mm are pre-drilled in the three square grooves 10 respectively.

[0062] S3. Start assembly. Use the first bolt 232 and the second bolt 252, both 16mm in diameter and grade 8.8, to connect the second connecting hole 14 and the first connecting hole 12, respectively, to connect the U-shaped steel 230 and the first anchoring steel plate 231. The foundation steel beam 3, the shear wall 1, and the second anchoring steel plate 250 are connected, thereby connecting the I-beam 20, the shear wall 1, and the foundation steel beam 3.

[0063] S4. Pass the steel strand through the first reserved hole 200 and the third reserved hole 30 on the I-beam 20 and the foundation steel beam 3, and fix it to the upper surface of the upper flange of the I-beam and the lower surface of the upper flange of the foundation steel beam 3 respectively through the anchor 240.

[0064] S5. Weld stiffening ribs 243 to the top and bottom flanges of the I-beam column 21 respectively. Weld oblong hole anchor plates 242 to the lower surface of the lower flange of the I-beam beam 20 and the upper surface of the upper flange of the foundation beam 3 respectively. Use second bolts 245 to pass through the holes reserved in the web of the I-beam column 21 and the oblong hole anchor plates 242 respectively, and complete the connection.

[0065] S5. Place pads 244 in the gap between the I-beam column 21 and the wall panel of the shear wall 1. Stiffening ribs 243 are welded to the upper and lower flanges at the top and bottom of the I-beam column 21 and are tightly attached to the lower surface of the lower flange of the I-beam beam 20. At the same time, two prestressed steel strands 241 with a diameter of 15.2mm are passed through the I-beam beam 20 and the I-beam column 21.

[0066] S6, structural installation complete.

[0067] Example 2

[0068] Reference Figure 12-16 The difference between this embodiment and Embodiment 1 is that the shear wall 1 includes a boss 18.

[0069] The boss 18 provides a stable connection point for the friction-type connection component 5, which helps to improve the stability and reliability of the entire connection. It can also increase the local stiffness of the shear wall 1, especially in the connection area, which helps to reduce the deformation at the connection and more effectively transfer the load from the shear wall 1 to the I-beam 20. The force distribution is achieved through the friction-type connection component 5. Furthermore, the cooperation between the boss and the friction-type connection component allows for a certain degree of relative displacement, which helps to improve the flexible response under lateral loads and reduce structural damage.

[0070] Furthermore, the boss 18 provides a clear installation position for the friction-type connection component 5, which simplifies the construction process, improves construction efficiency, and also allows the shear wall 1 to have a certain deformation space after being subjected to force. In conjunction with the friction-type connection component 5, it helps the structure adapt to different stress states.

[0071] The boss 18 has a protruding height F, and the stiffening rib 243 has a length G, where F = 1 / 2G. This design helps to provide better stress distribution and load-bearing capacity in the local bearing area at the end of the I-beam 21, while also providing structural flexibility, allowing for a certain degree of displacement or deformation. However, if F is greater than G, it may lead to a decrease in the stability of the connection between the I-beam 20 and the shear wall 1, requiring additional fixing or support measures to ensure structural integrity. This increases the construction difficulty for workers. Furthermore, the added structure may also cause load imbalance in the entire structure, preventing it from achieving the desired effect. Moreover, the higher design of the boss 18 may affect the overall stiffness of the structure, as the height of the boss 18 affects the contact and interaction between the shear wall 1 and the I-beam 21.

[0072] The boss 18 is connected to the I-beam 20 via a friction-type connecting assembly 5. The friction-type connecting assembly 5 includes a fourth anchoring steel plate 51 disposed inside the square groove 10 and a third anchoring steel plate 50 disposed on the top of the I-beam 20. The third anchoring steel plate 50 and the fourth anchoring steel plate 51 are clamped together and connected to the shear wall 1 and the I-beam 20 via a fourth bolt 52.

[0073] The two ends of the I-beam 20 are also symmetrically provided with second reserved holes 206 for connecting with the steel strands 241 in the friction-type connection assembly 5. The I-beam 20 is provided with first oblong screw holes 207 and second oblong screw holes 208 for connecting with the third bolt 252 at equal intervals between the second reserved holes 206.

[0074] The first oblong screw hole 207 and the second oblong screw hole 208 form a first node with the third bolt 252, and the third bolt 252 and the second connecting hole 14 form a second node. This gives the entire structure a certain rigidity. At the same time, the friction-type connection component 5 allows for a certain degree of relative displacement, which causes horizontal relative sliding friction between the lower flange of the I-beam 20 and the upper side of the shear wall 1, and horizontal relative sliding friction between the third anchoring steel plate 50 and the lower flange of the I-beam 20. The relative sliding friction between the wall panel-I-beam contact surface and the I-beam-third anchoring steel plate 50 in the shear wall 1 can increase the energy dissipation capacity of the structural system.

[0075] It should be noted that, apart from the shear wall 1, the I-beam 20, and the connection method between the shear wall 1 and the I-beam 20, the structures in Embodiment 1 and Embodiment 2 in this case are the same. Therefore, the specific steps of Embodiment 2 will not be described in detail here.

[0076] Furthermore, both Embodiment 1 and Embodiment 2 allow for relative displacement between the I-beam 20 and the shear wall 1. Through two friction mechanisms—friction between the anchoring steel plate and the upper surface of the lower flange of the I-beam 20, and friction between the shear wall 1 and the lower surface of the lower flange of the I-beam 20—the energy dissipation capacity of the structure is effectively increased. Therefore, the required energy-dissipating structure can be selected according to actual needs.

[0077] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the invention by those skilled in the art. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of the invention should be included within the scope of protection of the invention.

Claims

1. A self-resetting steel frame-orthogonal glued laminated timber composite shear wall with energy dissipation capability, characterized in that, include Shear wall (1), with square groove (10) formed on the shear wall (1); Yield-type connection component (2) is disposed on the outer periphery of the shear wall (1); the yield-type connection component (2) includes an I-beam (20) disposed at the top of the shear wall (1), a foundation steel beam (3) disposed at the bottom of the shear wall (1), and I-beam columns (21) disposed on both sides of the shear wall (1). Among them, at least three sets of yield-type connectors (23) are provided between the I-beam (20) and the shear wall (1). The yield-type connector (23) includes a U-shaped steel (230), a first anchoring steel plate (231) provided inside the square channel (10), and a first bolt (232) provided between the U-shaped steel (230) and the first anchoring steel plate (231). The first bolt (232) passes through the eighth connecting hole (233) to fix the U-shaped steel (230). The second connector (24) is located at the angle where the I-beam (20), the foundation beam (3), and the I-beam column (21) are connected; the second connector (24) includes a lower anchor (240), and a steel strand (241) for connecting the I-beam (20), the foundation beam (3), and the I-beam column (21) is provided in the middle of the lower anchor (240); An elongated hole anchor plate (242) is provided on both sides of the web of the I-beam column (21), and stiffening ribs (243) are provided on both sides of the I-beam column (21); a pad (244) is provided between the stiffening ribs (243) and the shear wall (1), which is used to limit the horizontal slippage of the lower end of the shear wall (1) under lateral load; The third connector (25) includes a second anchor plate (250) that clamps the foundation steel beam (3) and the shear wall (1) and is fixed by a third bolt (252) passing through a ninth connecting hole (32).

2. The energy-dissipating self-resetting steel frame-orthogonal glued laminated timber composite shear wall according to claim 1, characterized in that, The pad (244) fits against the stiffening rib (243), and the pad (244) is located at 2 / 3 of the height of the stiffening rib (243).

3. The energy-dissipating self-resetting steel frame-orthogonal glued laminated timber composite shear wall according to claim 1, characterized in that, Both ends of the I-beam (20) and the foundation beam (3) are symmetrically provided with a first reserved hole (200) and a third reserved hole (30) for connecting with the steel strand (241). The I-beam (20) is provided with a third connecting hole (202) for connecting with the first bolt (232) at equal intervals between the first reserved holes (200).

4. The energy-dissipating self-resetting steel frame-orthogonal glued laminated timber composite shear wall according to claim 1, characterized in that, The two ends of the I-beam column (21) are respectively provided with a fourth connecting hole (210), a fifth connecting hole (211), a sixth connecting hole (212), and a seventh connecting hole (213).

5. The energy-dissipating self-resetting steel frame-orthogonal glued laminated timber composite shear wall according to claim 1, characterized in that, The elongated hole anchor plate (242) is symmetrically provided with second bolts (245), which pass through the third elongated hole (246) and the fourth elongated hole (247) provided on the elongated hole anchor plate (242) to fix the elongated hole anchor plate (242).

6. The energy-dissipating self-resetting steel frame-orthogonal glued laminated timber composite shear wall according to claim 1, characterized in that, A gap is reserved between the shear wall (1) and the I-beam column (21) for placing the pad (244).

7. The energy-dissipating self-resetting steel frame-orthogonal glued laminated timber composite shear wall according to claim 1, characterized in that, The lengths of the first bolt (232), the second bolt (245), the third bolt (252), and the fourth bolt (52) are all 16 mm.

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