A high-strength energy-consuming steel-rubber-wood composite connector

Abstract

The present invention relates to a high-strength energy-dissipating steel-wood-composite connector, which comprises an orthogonally laminated timber wall body with installation slots opened on both sides and the bottom, a tension-resistant connector and a shear-resistant connector. The tension-resistant connector is inserted into the left and right sides of the orthogonally laminated timber wall body, and the shear-resistant connector is inserted into the bottom of the orthogonally laminated timber wall body; the tension-resistant connector includes a perforated steel plate adapted to the installation slots on the left and right sides of the orthogonally laminated timber wall body, an adhesive filled in the through holes of the perforated steel plate in the slots of the orthogonally laminated timber wall body, a glue-blocking tape pasted on the outer end of the perforated steel plate, and a steel plate base; to solve the problems that in high-intensity areas and multi-high-rise CLT shear wall structures, the shear force and uplift force required at the bottom of the wall body are large, the bearing capacity and stiffness of traditional shear-resistant and uplift-resistant parts are limited, and the energy-dissipating capacity and seismic effect are not good.

Description

Technical Field

[0001] The present invention belongs to the technical field of construction engineering, and relates to a steel-rubber-wood composite connector with high strength, high stiffness and strong energy dissipation capacity, and particularly relates to a steel-rubber-wood composite anti-pulling and anti-shearing connector with high strength and energy dissipation characteristics suitable for modern multi-high-rise cross-laminated timber structures. Background Technique

[0002] Wood is the only renewable green building material among the four major building materials. Modern timber structures have the characteristics of low carbon environmental protection, energy conservation and heat preservation, seismic safety, high degree of prefabrication, and rapid construction. Reasonable utilization of wood as a building material is an important way for the sustainable development of the country. Developing mid- and high-rise timber structures is an important development direction for solving urban population density and creating green and livable cities in the future. The cross-laminated timber (CLT) shear wall structure has strong load-bearing capacity, large lateral stiffness, high degree of prefabrication, fire and earthquake resistance, heat preservation and heat insulation. As a green building material and prefabricated construction, the multi-high-rise CLT shear wall structure has broad application prospects in China. Due to the low self-weight of the timber structure and the small inherent resistance to overturning force, it is extremely easy to cause stability problems, and this problem is particularly prominent for multi-high-rise CLT shear wall structures. In high-intensity earthquake areas and multi-high-rise CLT shear wall structures, the required anti-shearing and anti-pulling forces at the bottom of the wall are relatively large, and the load-bearing capacity and stiffness of traditional connectors are limited. Therefore, developing high-performance anti-shearing and anti-pulling components with high strength, high stiffness and strong energy dissipation capacity is the key to ensuring the seismic design of multi-high-rise CLT shear wall structures, and has important theoretical and practical significance. Summary of the Invention

[0003] In view of this, in order to solve the problems that in high-intensity earthquake areas and multi-high-rise CLT shear wall structures, the required anti-shearing and anti-pulling forces at the bottom of the wall are relatively large, the load-bearing capacity and stiffness of traditional connectors are limited, and the energy dissipation capacity and seismic effect are not good, the present invention provides a high-strength and energy-dissipating steel-rubber-wood composite connector.

[0004] To achieve the above object, the present invention provides the following technical solutions:

[0005] A high-strength energy-consuming steel-glue-wood composite connector, comprising an orthogonally laminated wood wall body with installation slots opened on both sides and at the bottom, a tension-resistant connector, and a shear-resistant connector. The tension-resistant connector is inserted into the left and right sides of the orthogonally laminated wood wall body, and the shear-resistant connector is inserted into the bottom of the orthogonally laminated wood wall body; the tension-resistant connector includes an open-hole steel plate adapted to the installation slots on the left and right sides of the orthogonally laminated wood wall body, an adhesive filled in the through-holes of the open-hole steel plate in the slots of the orthogonally laminated wood wall body, a glue-blocking tape pasted on the outer end of the open-hole steel plate, and a steel plate base for supporting the open-hole steel plate. The tension-resistant connector forms a steel-glue-wood composite system. The open-hole steel plate and the adhesive in its holes form a large number of "bonding pins" to bear the tension / shear force received by the orthogonally laminated wood wall body. In the open-hole steel plate where the glue-blocking tape is pasted and no "bonding pins" are formed, the adhesive forms a "steel connection" with the open-hole steel plate and deforms freely and consumes energy within the orthogonally laminated wood wall body.

[0006] Beneficial effects of this basic solution: The open-hole steel plate in the tension-resistant connector is inserted into the installation slots on the left and right sides of the orthogonally laminated wood wall body. The open-hole steel plate is bonded to the orthogonally laminated wood wall body through the adhesive, forming a steel-glue-wood composite system. The adhesive forms a "bonding pin" in each hole of the open-hole steel plate, and countless holes form countless "bonding pins". The combined action of a large number of "bonding pins" bears the tension / shear force received by the orthogonally laminated wood wall body. Its bearing capacity, strength, and stiffness are increased significantly compared with traditional screw connectors. Its strength can reach thousands of KN according to the design, while traditional screw tension-resistant parts can usually only reach 100 - 400 KN. The strength and stiffness of the "bonding pins" are also related to the number, shape, and spacing of the open-hole steel plates, which can be selected and adjusted according to the design.

[0007] At the same time, a glue-blocking tape is pasted on the outer surface of the open-hole steel plate. In this way, the open-hole steel plate with the glue-blocking tape is not directly rigidly connected to the orthogonally laminated wood wall body. The glue-blocking tape pasted on the outer end of the open-hole steel plate prevents the formation of some "bonding pins". This part of the open-hole steel plate where no "bonding pins" are formed can deform freely and consume energy within the orthogonally laminated wood wall body, forming a preliminary energy-consuming mechanism. The energy consumption and force-bearing of the open-hole steel plate occur inside the slots of the orthogonally laminated wood wall body, and it can deform freely during an earthquake, realizing the energy consumption of the connector inside the orthogonally laminated wood wall body. The connector will not split or damage the orthogonally laminated wood wall body during the process of force-bearing deformation and failure, and can well protect the force-bearing performance of the wall body itself.

[0008] Furthermore, a dog-bone-shaped outer steel plate is welded to the outside of the perforated steel plate. The steel plate base is welded to the bottom of the dog-bone-shaped outer steel plate. A reserved hole is provided on the steel plate base. The steel plate base is connected to the floor by inserting appropriate high-strength bolts into the reserved hole. Beneficial effects: The dog-bone-shaped outer steel plate can concentrate seismic stress at the arc-shaped stress groove of the dog-bone-shaped outer steel plate for double-layer energy dissipation while bearing seismic loads. The dog-bone-shaped outer steel plate is vertically connected to the left and right sides of the cross-laminated timber wall, achieving the effect of secondary energy dissipation due to deformation.

[0009] Furthermore, stiffening ribs are provided at the connection between the steel plate base and the dog-bone-shaped outer steel plate. Beneficial effects: Facilitate improving the connection strength between the steel plate base and the dog-bone-shaped outer steel plate and the effect of preventing buckling.

[0010] Furthermore, a connecting steel plate is welded to the outside of the perforated steel plate. A number of U-shaped bent steel plates are fixedly installed on the connecting steel plate. A C-shaped steel plate is fixedly installed on the U-shaped bent steel plate. The steel plate base is welded to the bottom of the C-shaped steel plate. Beneficial effects: The U-shaped bent steel members can concentrate seismic stress on the U-shaped bent steel members for double-layer energy dissipation while bearing seismic loads, and can be replaced after damage, improving the service life of the high-rise cross-laminated timber shear wall structure at the connection nodes. The C-shaped steel plate is vertically connected to the left and right sides of the cross-laminated timber wall, achieving the effect of preventing buckling.

[0011] Furthermore, stiffening ribs are provided at the connection between the steel plate base and the C-shaped steel plate. Beneficial effects: Facilitate improving the connection strength between the steel plate base and the C-shaped steel plate and cooperate with the C-shaped steel plate to achieve the effect of preventing buckling.

[0012] Furthermore, bolt holes are provided on the connecting steel plate, U-shaped bent steel members and C-shaped steel plates. Beneficial effects: The connecting steel plate and U-shaped bent steel members are fixedly connected by inserting appropriate high-strength bolts into the bolt holes of the connecting steel plate and U-shaped bent steel members, and the U-shaped bent steel members and C-shaped steel plates are fixedly connected by inserting appropriate high-strength bolts into the bolt holes of the U-shaped bent steel members and C-shaped steel plates.

[0013] Furthermore, the shear connector includes a perforated steel plate adapted to the installation slot at the bottom of the cross-laminated timber wall, an adhesive filled in the through hole of the perforated steel plate in the slot of the cross-laminated timber wall, a glue-resistant tape pasted on the outer end of the perforated steel plate, a connecting steel plate welded to the bottom of the perforated steel plate, and a steel plate base welded to the bottom of the connecting steel plate. Beneficial effects: Insert the perforated steel plate into the installation slot at the bottom of the cross-laminated timber wall, and fill the installation slot with an adhesive to form a large number of "bonding pins", enhancing the connection strength between the cross-laminated timber wall and the perforated steel plate. At the same time, paste a glue-resistant tape on the outer surface of the perforated steel plate to achieve shear resistance for internal energy dissipation between the cross-laminated timber wall and the perforated steel plate; a connecting steel plate is welded to the outside of the perforated steel plate, and a steel plate base is welded to the bottom of the connecting steel plate, and is fixedly connected to the floor through the steel plate base.

[0014] Furthermore, the quantity and size of the perforated steel plates can be adjusted according to design requirements. The hole patterns on the perforated steel plates are one or a combination of round holes, oval holes, and waist-shaped holes. Beneficial effects: By adjusting the hole patterns and hole diameters on the perforated steel plates, the strength of each formed "bonding pin" is changed, while the quantity and size of the perforated steel plates determine the number of "bonding pins". Adjust the quantity, size, and opening shape of the perforated steel plates according to design requirements, thereby adjusting the individual design strength and total number of "bonding pins", and further adjusting the connection strength between the entire perforated steel plate and the cross-laminated timber wall, realizing the composite of steel-rubber-timber.

[0015] Furthermore, the shape of the "bonding pin" is adapted to the shape and size of the through-hole patterns on the perforated steel plates; the bearing capacity of the "steel connection" within the range covered by the glue-blocking tape is adapted to the spacing of the perforated steel plates.

[0016] Furthermore, the overall strength of the "bonding pin" is related to the strength of each "bonding pin" and the number of "bonding pins", and the overall strength of the "steel connection" is related to the strength of each "steel connection" and the number of "steel connections". During design, the overall bearing capacity of the "bonding pin" should be greater than the bearing capacity of the "steel connection" within the range covered by the glue-blocking tape to ensure the rigid connection between the high-strength energy-dissipating steel-rubber-timber composite connector and the cross-laminated timber wall. Moreover, the overall bearing capacity and ductility of the "steel connection" within the range covered by the glue-blocking tape should be adapted to the design strength and stiffness of the high-strength energy-dissipating steel-rubber-timber composite connector.

[0017] The beneficial effects of the present invention are as follows:

[0018] 1. In the high-strength energy-dissipating steel-rubber-timber composite connector disclosed by the present invention, both the anti-pulling connector and the anti-shearing connector are jointly composed of perforated steel plates, connecting steel plates, glue-blocking tapes, high-strength bolts, and steel plate bases. The cross-laminated timber wall and the perforated steel plates are connected through the adhesive injected into the slots of the cross-laminated timber wall, forming a steel-rubber-timber composite system. After injecting glue into the cross-laminated timber wall embedded in the perforated steel plates, a large number of "bonding pins" are formed. Under the action of the "bonding pins", the anti-pulling connector and the anti-shearing connector become a rigid connection with high strength and high stiffness to the cross-laminated timber wall. At the same time, glue-blocking tapes are pasted on the outer ends of the perforated steel plates to prevent part of the steel plates from contacting the adhesive. The perforated steel plates that do not contact the adhesive form "steel connections" between the holes, which can freely deform within the slots of the cross-laminated timber wall, greatly increasing the ductility, having a plump hysteresis curve, and good energy dissipation. This connector confines the ductile yielding and energy dissipation within the cross-laminated timber wall. By controlling the number of holes in the perforated steel plates and the number of holes covered by the glue-blocking tapes, the bearing capacity, stiffness, and energy dissipation characteristics of the connector can be effectively controlled. The design is simple and convenient, with a plump curve and good energy dissipation.

[0019] 2. In the high-strength energy-dissipating steel-epoxy-wood composite connector disclosed by the present invention, compared with the shear connector, the tensile connector further adds the combination of the dog-bone-shaped outer steel plate, the U-shaped bent steel member, and the C-shaped steel plate. While bearing the seismic load, the seismic stress can be concentrated on the dog-bone-shaped outer steel plate or the U-shaped bent steel member for double-layer energy dissipation, and it can be replaced after damage, improving the service life of the high-rise cross-laminated timber shear wall structure at the connection node. In addition, the combination of the dog-bone-shaped outer steel plate and the stiffening rib connected vertically on the left and right sides of the cross-laminated timber wall, as well as the setting of the C-shaped steel plate, also has the effect of preventing buckling. It can effectively solve the problems that in high-intensity earthquake areas and multi-high-rise CLT structures, the shear and tensile forces required at the bottom of the wall are large, the bearing capacity and stiffness of traditional bolt connectors are limited, and the seismic effect is not good.

[0020] Other advantages, objectives, and features of the present invention will be described to some extent in the subsequent specification, and to some extent, they will be obvious to those skilled in the art based on the study of the following text, or can be taught from the practice of the present invention. The objectives and other advantages of the present invention can be realized and obtained through the following specification. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] In order to make the objectives, technical solutions, and advantages of the present invention clearer, the present invention will be described in detail preferably with reference to the accompanying drawings, where:

[0022] Figure 1 is the connection structure schematic diagram of the high-strength energy-dissipating steel-epoxy-wood composite connector in Embodiment 1 of the present invention;

[0023] Figure 2 For the present invention Figure 1 The enlarged view at A;

[0024] Figure 3 For the present invention Figure 1 is the connection structure schematic diagram of the tensile connector in the present invention;

[0025] Figure 4 is the connection structure schematic diagram of the high-strength energy-dissipating steel-epoxy-wood composite connector in Embodiment 2 of the present invention;

[0026] Figure 5 For the present invention Figure 1 The enlarged view at B;

[0027] Figure 6 For the present invention Figure 4 is the connection structure schematic diagram of the tensile connector in the present invention;

[0028] Figure 7 is the structure schematic diagram of the cross-laminated timber wall in the high-strength energy-dissipating steel-epoxy-wood composite connector of the present invention;

[0029] Figure 8 This is a schematic diagram of the shear connector in the high-strength energy-dissipating steel-glue-wood composite connector of the present invention;

[0030] Figure 9 This is a schematic diagram of the positions of the "bonding pin" and "steel connection" in the high-strength energy-dissipating steel-glue-wood composite connector of the present invention;

[0031] Figure 10 This is a schematic diagram of different hole patterns on the perforated steel plate in the high-strength energy-dissipating steel-glue-wood composite connector of the present invention;

[0032] Figure 11 This is the force-displacement curve of the monotonic loading and cyclic loading of the high-strength energy-dissipating steel-glue-wood composite tensile connector in Example 1 of the present invention Figure 1 ;

[0033] Figure 12 This is the force-displacement curve of the monotonic loading and cyclic loading of the high-strength energy-dissipating steel-glue-wood composite tensile connector in Example 1 of the present invention Figure 2 ;

[0034] Figure 13 This is the hysteresis curve of the high-strength energy-dissipating steel-glue-wood composite shear connector in Example 1 of the present invention.

[0035] Reference numerals: Orthogonal glued wood wall 1, Tensile connector 2, Shear connector 3, Perforated steel plate 4, Glue-resistant tape 5, Steel plate base 6, High-strength bolt 7, Dog-bone-shaped outer steel plate 8, U-shaped bent steel member 9, C-shaped steel plate 10, Connection steel plate 11, Stiffening rib 12, Bonding pin 13. Detailed implementation manners

[0036] The following specific examples illustrate the implementation manners of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification. The present invention can also be implemented or applied through other different specific implementation manners. Various details in this specification can also be modified or changed based on different viewpoints and applications without departing from the spirit of the present invention. It should be noted that the drawings provided in the following examples only illustrate the basic concept of the present invention schematically. Without conflict, the following examples and the features in the examples can be combined with each other.

[0037] Among them, the drawings are only for illustrative purposes, showing only schematic diagrams, not physical diagrams, and should not be construed as limitations on the present invention; for better illustrating the embodiments of the present invention, some components in the drawings will be omitted, enlarged or reduced, and do not represent the dimensions of actual products; for those skilled in the art, it is understandable that some well-known structures and their descriptions in the drawings may be omitted.

[0038] In the drawings of the embodiments of the present invention, the same or similar reference numerals correspond to the same or similar components; in the description of the present invention, it should be understood that if there are terms such as "upper", "lower", "left", "right", "front", "rear", etc. indicating the orientation or positional relationship, they are based on the orientation or positional relationship shown in the drawings. This is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, the terms describing the positional relationship in the drawings are only for illustrative purposes and cannot be understood as a limitation to the present invention. For those of ordinary skill in the art, the specific meanings of the above terms can be understood according to specific circumstances.

[0039] Embodiment 1

[0040] As Figure 1 、 2 As shown in 3, 7, and 8, the high-strength energy-dissipating steel - glue - wood composite connector includes an orthogonally glued wood wall 1 with installation slots opened on both sides and the bottom, a tensile resistance connector 2, and a shear resistance connector 3. The tensile resistance connector 2 is inserted into the left and right sides of the orthogonally glued wood wall 1, and the shear resistance connector 3 is inserted into the bottom of the orthogonally glued wood wall 1.

[0041] The tensile resistance connector 2 includes a perforated steel plate 4 adapted to the installation slots on the left and right sides of the orthogonally glued wood wall 1, an adhesive filled in the through holes of the perforated steel plate 4 in the slots of the orthogonally glued wood wall 1, a glue - resistant tape 5 pasted on the outer ends of the perforated steel plate 4, a dog - bone - shaped outer steel plate 8 welded to the outside of the perforated steel plate 4, and a steel plate base 6 welded to the bottom of the dog - bone - shaped outer steel plate 8. In this embodiment, there are two installation slots on both the left and right sides and the bottom of the orthogonally glued wood wall 1, and there are also two perforated steel plates 4. The perforated steel plates 4 and the dog - bone - shaped outer steel plate 8 are connected in a Π shape. The number of perforated steel plates 4 can be selected according to the tensile resistance and shear resistance required for the connection between the perforated steel plates 4 and the orthogonally glued wood wall 1.

[0042] The steel plate base 6 is provided with reserved holes, and the steel plate base 6 is connected to the floor by inserting appropriate high - strength bolts 7 into the reserved holes. There are stiffening ribs between the steel plate base 6 and the dog - bone - shaped outer steel plate 8 to facilitate improving the connection strength between the steel plate base 6 and the dog - bone - shaped outer steel plate 8.

[0043] The shear resistance connector 3 is similar in structure to the tensile resistance connector 2, and includes a perforated steel plate 4 adapted to the installation slots at the bottom of the orthogonally glued wood wall 1, an adhesive filled in the through holes of the perforated steel plate 4 in the slots of the orthogonally glued wood wall 1, a glue - resistant tape 5 pasted on the outer ends of the perforated steel plate 4, a connecting steel plate 11 welded to the bottom of the perforated steel plate 4, and a steel plate base 6 welded to the bottom of the connecting steel plate 11.

[0044] The steel plate base 6 is also provided with a reserved hole, and the steel plate base 6 is connected to the floor by inserting a suitable high-strength bolt 7 into the reserved hole. A stiffening rib is provided between the steel plate base 6 and the connecting steel plate 11 to facilitate improving the connection strength of the steel plate base 6 and the connecting steel plate 11.

[0045] The hole shape on the perforated steel plate 4 can be various shapes such as a round hole, an elliptical hole, a waist-shaped hole, etc. In this embodiment, the hole diameter of the perforated steel plate 4 is 10 mm, and the distance between adjacent holes is 5 mm.

[0046] When the pull-out resistant connector is in use, the perforated steel plate 4 is first inserted into the installation slots on the left and right sides of the cross-laminated timber wall 1, and adhesive is filled into the installation slots to form a large number of "adhesive pins 13" to enhance the connection strength between the cross-laminated timber wall 1 and the perforated steel plate 4, and the connection strength between the cross-laminated timber wall 1 and the pull-out resistant connector 2 can be adjusted according to demand, and the number of holes and the hole shape can be adjusted; at the same time, the adhesive blocking tape 5 is pasted on the outer surface of the perforated steel plate 4, so that the outer side of the perforated steel plate 4 is not directly rigidly connected to the cross-laminated timber wall 1, and the adhesive blocking tape is adhered to the The adhesive in the perforated steel plate where no "adhesive pins" are formed forms a "steel connection" with the perforated steel plate 4, which can realize the internal energy dissipation of the orthogonal glued timber wall 1 and the perforated steel plate 4 when an earthquake occurs; the dog-bone-shaped outer steel plate 8 is welded on the outside of the perforated steel plate 4, and the dog-bone-shaped outer steel plate 8 can concentrate the seismic stress at the arc stress groove of the dog-bone-shaped outer steel plate 8 while bearing the seismic load to perform double-layer energy dissipation, which reduces the earthquake impact force directly transmitted to the floor panel to a certain extent, and the dog-bone-shaped outer steel plate 8 can be replaced after being damaged, thereby improving the service life of the high-rise orthogonal glued timber shear wall structure. In addition, the dog-bone-shaped outer steel plate 8 is vertically connected to the left and right sides of the orthogonal glued timber wall 1, and a stiffening rib 12 is provided. The stiffening rib 12 between the dog-bone-shaped outer steel plate 8 and the steel plate base 6 plays an anti-buckling effect.

[0047] The shear-resistant connector 3 is used in a similar manner to the pull-out-resistant connector 2. The perforated steel plate 4 is inserted into the installation slot at the bottom of the orthogonal glued timber wall 1, and adhesive is filled into the installation slot to form a large number of "adhesive pins 13" to enhance the connection strength between the orthogonal glued timber wall 1 and the perforated steel plate 4. At the same time, an adhesive-resistant tape 5 is pasted on the outer surface of the perforated steel plate 4 to achieve internal energy dissipation of the orthogonal glued timber wall 1 and the perforated steel plate 4; the outer side of the perforated steel plate 4 is welded to the connecting steel plate 11, and the bottom of the connecting steel plate 11 is welded to the steel plate base 6. By inserting suitable high-strength bolts 7 into the reserved holes on the steel plate base 6, a fixed connection with the ground or the bottom floor is achieved to achieve an anti-pull-out effect.

[0048] Preliminary studies of this embodiment show that the connector has high strength, high stiffness and an effective energy dissipation mechanism, such as Figures 11 to 13As shown. Its design can be determined according to the number of "bonding pins" formed and the number of "steel connections". In this embodiment, the aperture of the perforated steel plate 4 is 10 mm, and the distance between adjacent holes is 5 mm. Eleven specimens are selected to measure the strength of a single "bonding pin" and calculate the average value. It is found that the bearing capacity of each "bonding pin" is approximately 1.75 kN, as shown in Table 1.

[0049] Six specimens are selected to measure the yield strength of a single "steel connection" and calculate the average value. The yield strength of a single "steel connection" is obtained as 3.6 kN, as shown in Table 2. The positions of the "bonding pins" and "steel connections" are shown in Figure 9 .

[0050] For a bearing capacity requirement of 1000 kN, four perforated steel plates with a width of 635 mm and a height of 1.5 m can be designed. The high-strength energy-dissipating steel - glue - wood composite structure in this embodiment can adjust the size and hole type of the perforated steel plate according to the design. For example, Figure 10 as shown, the hole shape on the perforated steel plate 4 can be various shapes such as round holes, oval holes, and waist-shaped holes, so as to adjust the bearing capacity of the "bonding pins" and "steel connections", and further adjust the stiffness and strength of the connection. As Figures 11 to 13 shown, the bearing capacity can be freely changed between 70 kN and 480 kN according to needs, and the connection has a large stiffness, a full hysteresis curve, and a very good energy-dissipating effect.

[0051] Table 1

[0052]

[0053] Table 2

[0054]

[0055]

[0056] Example 2

[0057] Such as Figure 4 , 5 , 6, 7, 8, the high-strength energy-dissipating steel - glue - wood composite connector. The difference between Example 2 and Example 1 is that the structural form of the uplift connector 2 is different. The uplift connector 2 includes a perforated steel plate 4 adapted to the installation slots on the left and right sides of the cross-laminated timber wall 1, a connection steel plate 11 welded to the outside of the perforated steel plate 4, several U-shaped bent steel members 9 fixed on the connection steel plate 11, a C-shaped steel plate 10 fixed on the U-shaped bent steel members 9, and a steel plate base 6 welded to the bottom of the C-shaped steel plate 10. The through holes of the perforated steel plate 4 in the slots of the cross-laminated timber wall 1 are filled with an adhesive, and a glue-blocking tape 5 is pasted on the outer end of the perforated steel plate 4.

[0058] In this embodiment, there are two installation slots on both sides and the bottom of the cross-laminated timber wall 1, and there are two perforated steel plates 4, which are connected to the connecting steel plate 11 in a Π shape. The number of perforated steel plates 4 can be selected according to the pull-out resistance and shear resistance required for the connection between the perforated steel plates 4 and the cross-laminated timber wall 1.

[0059] Bolt holes are provided on the connecting steel plate 11, the U-shaped curved steel member 9 and the C-shaped steel plate 10. The connecting steel plate 11 and the U-shaped curved steel member 9 are fixedly connected by inserting suitable high-strength bolts 7 into the bolt holes of the connecting steel plate 11 and the U-shaped curved steel member 9. The U-shaped curved steel member 9 and the C-shaped steel plate 10 are fixedly connected by inserting suitable high-strength bolts 7 into the bolt holes of the U-shaped curved steel member 9 and the C-shaped steel plate 10.

[0060] When the pull-out resistant connector 2 is in use, the perforated steel plate 4 is first inserted into the installation slots on the left and right sides of the cross-laminated timber wall 1, and adhesive is filled into the installation slots to form a large number of "adhesive pins 13" to enhance the connection strength between the cross-laminated timber wall 1 and the perforated steel plate 4. The connection strength between the cross-laminated timber wall 1 and the pull-out resistant connector 2 can be adjusted according to demand, and the number of holes and the hole shape can be adjusted; at the same time, the adhesive blocking tape 5 is pasted on the outer surface of the perforated steel plate 4, so that the outer side of the perforated steel plate 4 and the cross-laminated timber wall 1 are connected. The glulam wall 1 has no direct rigid connection, and when an earthquake occurs, the cross-laminated timber wall 1 and the perforated steel plate 4 can realize internal energy dissipation; the outer side of the perforated steel plate 4 is welded with a connecting steel plate 11, and the outer side of the connecting steel plate 11 is fixedly connected to the U-shaped curved steel member 9 and the C-shaped steel plate 10 in sequence. The U-shaped curved steel member 9 can concentrate the seismic stress on the U-shaped curved steel member 9 for double-layer energy dissipation while bearing the seismic load, and can be replaced after damage, thereby improving the service life of the high-rise cross-laminated timber shear wall structure at the connection node. In addition, the C-shaped steel plate 10 is vertically connected to the left and right sides of the cross-laminated timber wall 1, and a stiffening rib 12 is arranged between the C-shaped steel plate 10 and the steel plate base 6, and the C-shaped steel plate 10 and the stiffening rib 12 cooperate to achieve an anti-buckling effect.

[0061] Finally, it should be noted that the above embodiments are only used to illustrate the technical solution of the present invention rather than to limit it. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that the technical solution of the present invention can be modified or replaced by equivalents without departing from the purpose and scope of the technical solution, which should be included in the scope of the claims of the present invention.

Claims

1. A high-strength energy-consuming steel-wood composite connector, comprising an orthogonally laminated wood wall body with installation slots opened on both sides and the bottom, a tensile resistance connector and a shear resistance connector. The tensile resistance connector is inserted into the left and right sides of the orthogonally laminated wood wall body, and the shear resistance connector is inserted into the bottom of the orthogonally laminated wood wall body; it is characterized in that, The uplift connector includes an open - hole steel plate adapted to the installation slots on the left and right sides of the cross - laminated timber wall, an adhesive filled in the through - holes of the open - hole steel plate in the slots of the cross - laminated timber wall, a glue - resistant tape pasted on the outer end of the open - hole steel plate, and a steel plate base for supporting the open - hole steel plate; A dog - bone - shaped outer steel plate is welded to the outside of the open - hole steel plate, the steel plate base is welded to the bottom of the dog - bone - shaped outer steel plate, a reserved hole is opened on the steel plate base, and the steel plate base is connected to the floor by inserting a suitable high - strength bolt into the reserved hole; A connecting steel plate is welded to the outside of the open - hole steel plate, several U - shaped bent steel plates are fixedly installed on the connecting steel plate, C - shaped steel plates are fixedly installed on the U - shaped bent steel plates, and the steel plate base is welded to the bottom of the C - shaped steel plates.

2. The high-strength energy-consuming steel-rubber-wood composite connector according to claim 1, wherein Stiffening ribs are provided between the steel plate base and the dog - bone - shaped outer steel plate.

3. The high-strength energy-consuming steel-rubber-wood composite connector according to claim 1, wherein Stiffening ribs are provided between the steel plate base and the C - shaped steel plates.

4. The high-strength energy-consuming steel-plastic-wood composite connector according to claim 3, wherein Bolt holes are opened on the connecting steel plate, the U - shaped bent steel plates and the C - shaped steel plates.

5. The high-strength energy-consuming steel-plastic-wood composite connector according to any one of claims 1 to 4, characterized in that The shear connector includes an open - hole steel plate adapted to the installation slot at the bottom of the cross - laminated timber wall, an adhesive filled in the through - holes of the open - hole steel plate in the slot of the cross - laminated timber wall, a glue - resistant tape pasted on the outer end of the open - hole steel plate, a connecting steel plate welded to the bottom of the open - hole steel plate, and a steel plate base welded to the bottom of the connecting steel plate.

6. The high-strength energy-consuming steel-plastic-wood composite connector according to claim 5, wherein The hole shape on the open - hole steel plate is one or a combination of round holes, oval holes, and waist - shaped holes.

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