Fabricated steel-glued board type joint

Abstract

The invention relates to the technical field of building energy-saving structures, and discloses a fabricated steel-glued board type joint which comprises structural members and connecting units. The structural member comprises a glued wood rod piece; each connecting unit comprises a connecting steel plate, a cross-shaped stiffening plate and a fastener, and the cross-shaped stiffening plate is arranged between the connecting steel plates and fixedly connected with the connecting steel plates. The fabricated steel-glued board type joint is simple in structure and clear in force transmission mode, and the mechanical property of wood can be fully exerted under the action of external loads; compared with a traditional large-span wooden reticulated shell node form, by changing the arrangement direction of the bolts, cross grains of laminated wood near the bolts can be directly prevented from being split without additionally arranging a sleeve or a steel shoe or other additional constraints, and structure simplification is achieved; the cross-shaped stiffening plate can be directly applied to a large-span wooden reticulated shell structure building under the condition that a prestressed inhaul cable is not added, the prestressed inhaul cable can be anchored in the reserved hole of the cross-shaped stiffening plate, the structure is reinforced, and the cross-shaped stiffening plate has larger structural bearing capacity.

Description

Technical Field

[0001] This invention relates to the field of building energy-saving structural technology, specifically to a prefabricated steel-plywood joint. Background Technology

[0002] With increasing societal emphasis on environmental protection and sustainable development, timber-framed buildings are showing great promise for future applications. Timber is a natural, renewable material with high strength, and its use in construction can effectively reduce carbon emissions, contributing to the achievement of green and low-carbon environmental goals. The development of modern timber-framed buildings, particularly the application of engineered wood, has further broadened its application scope, extending beyond traditional low-rise buildings to include large-span public buildings and other diverse applications.

[0003] In large-span spatial timber structures, timber grid shell structures are a widely used structural form. Currently, common node connection methods in large-span timber grid shell structures are steel-filled plate bolt connections and steel-clamp plate bolt connections. These connection methods typically embed bolts along the width of the cross-section between glued laminated timber layers. Under external loads, the relative displacement between the bolts and the glued laminated timber causes pressure on the hole walls, resulting in transverse stress on the glued laminated timber near the bolts. This can easily lead to sudden interlaminar failure and transverse splitting failure of the glued laminated timber, resulting in insufficient overall structural stability and limited span. To improve the stiffness and overall stability of timber grid shell structures, cable-supported systems have been introduced. However, at present, research and application of cable-supported timber grid shell nodes in large-span spatial timber grid shell structures are limited, as traditional timber grid shell node construction methods cannot meet the requirements of cable connections.

[0004] Therefore, it is necessary to propose a new type of steel-glulam wood mesh shell structure node that is reliable, lightweight, high-strength, and suitable for connecting cables, in order to meet the structural requirements of space wood mesh shells with larger spans. Summary of the Invention

[0005] (a) Technical problems to be solved To address the shortcomings of existing technologies, this invention provides a prefabricated steel-plywood joint to solve the problems mentioned in the background art.

[0006] (II) Technical Solution To achieve the above objectives, the present invention provides the following technical solution: a prefabricated steel-plywood joint, comprising: structural components and connecting units; The structural components include glued laminated timber rods; The connecting unit includes connecting steel plates, cross stiffening plates, and fasteners. The cross stiffening plates are disposed between the connecting steel plates and are fixedly connected to the connecting steel plates. The cross stiffening plates have reserved connection structures for connecting and reinforcing components. The fasteners are used to detachably and securely connect the glued laminated timber rods to the connecting steel plate.

[0007] Preferably, there are at least two connecting steel plates, and the cross stiffening plate is located between the connecting steel plates and forms an integral load-bearing structure with each connecting steel plate; the connecting steel plates are irregularly shaped plate structures, and their contours are adapted to the connection angle and load-bearing requirements of the glued laminated timber members.

[0008] Preferably, the fastener is inserted along the cross-sectional height direction of the glued laminated timber member, and the fastener is a high-strength fastening component; the connecting steel plate and the glued laminated timber member are respectively provided with mounting holes for the fastener to pass through, the mounting holes are processed by a one-way one-time forming process, and the axis of the mounting hole is perpendicular to the connecting surface of the component.

[0009] Preferably, the center of the cross stiffening plate is aligned with that of the connecting steel plate, and the axes of the cross stiffening plate and the connecting steel plate are offset at a preset angle; the connecting structure is a hole opened on the edge of the cross stiffening plate, and the hole is used to anchor and reinforce the component.

[0010] Preferably, the reinforcing component is a prestressed cable, which is detachably connected to the hole via a fastening connector; the prestressed cable is selected from at least one of high-strength steel wire bundle cable, stainless steel stranded cable, and carbon fiber composite cable, and the fastening connector includes a turnbuckle.

[0011] Preferably, the raw material for the glued laminated timber member is fast-growing timber, including Douglas fir; the cross-section of the glued laminated timber member is a polygonal structure, including square or rectangular structures.

[0012] Preferably, the cross stiffening plate is formed by splicing at least two plates to form a cross-shaped structure, and the cross stiffening plate is fixedly connected to the connecting steel plate by welding; the preset angle is 45°±5°.

[0013] Preferably, all components of the connecting unit are prefabricated in the factory, and the connecting unit and the glued laminated timber rods are assembled on site; the connecting steel plate is made of structural steel, including Q235 series steel.

[0014] A novel prefabricated steel-glulam timber joint assembly includes at least two prefabricated steel-glulam timber joints and at least one prestressed cable; the prestressed cable connects the joints to each other through a connecting structure on a cross stiffening plate to form an overall reinforcement system.

[0015] A large-span timber reticulated shell structure includes several structural members and prefabricated steel-plywood joints, wherein the structural members are interconnected through the joints; or the large-span timber reticulated shell structure includes several structural members, prefabricated steel-plywood joints, and at least one prestressed cable, wherein the prestressed cable is connected to the cross stiffening plate of the joint and provides support and reinforcement to the structure.

[0016] (III) Beneficial Effects Compared with the prior art, the present invention provides a prefabricated steel-plywood joint, which has the following advantages: This invention features a simple node design and construction, with a clear force transmission method. The connecting steel plate transmits bending and axial moments, while the cross stiffening plate transmits shear force, ensuring reliable connection. Under external loads, it fully utilizes the mechanical properties of wood. Compared to traditional large-span timber grid shell node designs, this invention simplifies the structure by changing the bolt arrangement direction (from along the cross-section width to along the cross-section height), thus directly preventing cross-grain splitting of glued laminated timber near the bolts without the need for additional constraints such as sleeves or steel shoes. It can be directly applied to large-span timber grid shell structures without adding prestressed cables, and prestressed cables can be anchored at the pre-reserved holes in the cross stiffening plate to reinforce the structure, resulting in greater structural bearing capacity and meeting the structural requirements of larger-span spatial timber grid shells. This demonstrates significant economic and application value.

[0017] The node components in this invention can all be prefabricated in the factory and directly assembled on the construction site, making installation simple and greatly reducing construction energy consumption and material waste; moreover, as a natural and renewable resource, the application of wood in construction can effectively reduce carbon emissions and help achieve green and low-carbon environmental goals. Attached Figure Description

[0018] Figure 1 This is a schematic diagram of the overall structure of the present invention after assembly; Figure 2 This is a schematic diagram of the structure under a pair of stressed members in this invention; Figure 3 For the present invention Figure 2 A diagram illustrating the decomposition of nodes in the diagram; Figure 4 This is a front view of the assembled connection unit of the present invention. Figure 5 This is a top view of the assembled connection unit of the present invention. Figure 6 This is a top view of a large-span timber reticulated shell structure constructed using the nodes of this invention (without prestressed cables); Figure 7 This is a top view of a large-span timber reticulated shell structure constructed using the nodes of this invention (with added prestressed cables).

[0019] In the diagram: 10, structural component; 20, connecting unit; 21, connecting steel plate; 211, mounting hole; 22, cross stiffening plate; 23, fastener; 30, reinforcing component; 40, hole. Detailed Implementation

[0020] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. 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.

[0021] Example 1: See attached document Figures 1 to 7 A prefabricated steel-plywood joint includes: a structural member 10 and a connecting unit 20; the structural member 10 includes plywood rods; the connecting unit 20 includes connecting steel plates 21, cross stiffening plates 22, and fasteners 23, the cross stiffening plates 22 are disposed between the connecting steel plates 21 and fixedly connected to the connecting steel plates 21, and the cross stiffening plates 22 have reserved connection structures for connecting reinforcement components 30; the fasteners 23 are used to detachably and fixedly connect the plywood rods to the connecting steel plates 21. The core components of this prefabricated steel-plywood joint include structural members 10 and connecting units 20. Structural members 10 use plywood members as the core load-bearing carrier, selected based on the renewable and high specific strength characteristics of wood, effectively reducing building carbon emissions and aligning with the green and low-carbon development concept. Connecting units 20, as the key force transmission component of the joint, consist of connecting steel plates 21, cross stiffening plates 22, and fasteners 23. The cross stiffening plates 22 are sandwiched between the connecting steel plates 21 and fixedly connected to form an integrated load-bearing system. Their pre-reserved connection structure provides a foundation for the subsequent assembly of reinforcement components 30. Fasteners 23, through a detachable fixed connection, ensure reliable connection between the plywood members and the connecting steel plates 21, guaranteeing the stability of the joint connection while providing flexibility for later maintenance, disassembly, or structural modifications. From a mechanical perspective, this combination allows the joint to rationally transfer structural loads through the synergistic effect of its components, avoiding localized stress concentration and fully utilizing the material advantages of both steel and wood.

[0022] Based on this, the connecting steel plates 21 consist of at least two pieces, and the cross stiffening plates 22 are located between the connecting steel plates 21, forming an integral load-bearing structure with each connecting steel plate 21. This arrangement can significantly improve the stiffness and lateral displacement resistance of the connecting unit 20. Through the coordinated work of the steel plates and stiffening plates, the load transmission path is effectively dispersed, avoiding overload on a single component. The connecting steel plates 21 are irregularly shaped plates, and their contours are adapted to the connection angles and stress requirements of the glued laminated timber members. The core principle of this design is to ensure the contact fit between the steel plates and the members, so that the load can be efficiently transmitted along the preset force transmission path, reducing the additional stress caused by interface slippage. The connecting steel plates 21 are formed by laser cutting and are welded to the cross stiffening plates 22 to form an integral whole. This process has the advantages of high cutting precision and smooth cuts, ensuring the accurate realization of the irregular contour. The connection with the cross stiffening plates 22 is achieved by welding. During the welding process, the deformation must be strictly controlled. The surface of the component is processed to avoid stress concentration at the connection interface. Figure 5 During processing, care should be taken to control deformation during welding, and all component surfaces should be processed to be flat; all steel materials are Q235 steel to improve the overall load-bearing capacity of the components; the cutting angle of the connecting steel plate 21 is determined by the load borne by the glued laminated timber member and the force transmission path. In this embodiment, the angle between the cutting angle of the connecting steel plate 21 and the axis of the glued laminated timber member is 13°. The cutting angle of the connecting steel plate 21 is determined by the load conditions and force transmission path of the glued laminated timber member. The 13° angle design in this embodiment is the optimal angle obtained through mechanical calculation, which can ensure the smooth transmission of load between the member and the steel plate and maximize the stress efficiency of the node.

[0023] Based on this, the fasteners 23 are inserted along the cross-sectional height direction of the glued laminated timber member. This arrangement, compared with the traditional arrangement along the cross-sectional width direction, fundamentally changes the stress distribution of the bolts on the glued laminated timber. The traditional arrangement easily causes the glued laminated timber near the bolts to bear stress in the transverse direction, leading to interlaminar failure and transverse splitting. However, when arranged along the cross-sectional height direction, the fasteners 23 mainly bear forces in the direction parallel to the grain, which aligns with the material properties of wood where the compressive and tensile strength parallel to the grain is much higher than that in the transverse direction, effectively avoiding the risk of transverse splitting. The fasteners 23 are high-strength fastening components designed to ensure the pull-out resistance, shear resistance, and overall stability of the joint connection, meeting the stringent requirements of large-span structures for joint load-bearing capacity. The connecting steel plate 21 and the glued laminated timber member are correspondingly provided with fasteners 23 for insertion. The mounting hole 211 is designed and is processed using a one-way one-time forming process. The axis of the mounting hole 211 is perpendicular to the connecting surface of the component. This process can avoid problems such as rough hole wall and hole diameter deviation caused by multiple processing, ensuring that the hole wall is flat and smooth, and reducing the additional stress when the fastener 23 is installed. The design that the axis of the mounting hole 211 is perpendicular to the connecting surface of the component can ensure that the force direction of the fastener 23 is consistent with the axis, avoid the occurrence of eccentric moment, prevent the fastener 23 from fatigue failure due to bending, and at the same time ensure uniform contact between the bolt and the hole wall, improving the pressure transmission efficiency.

[0024] Based on this, the cross stiffening plate 22 is aligned with the center of the connecting steel plate 21 to ensure that the stress center of the node coincides with the geometric center, avoiding additional bending moments caused by eccentricity and ensuring the symmetry and uniformity of load transfer. The cross stiffening plate 22 and the connecting steel plate 21 are arranged at a preset angle offset. The core function of this design is to optimize the shear force transfer path of the node. The main function of the cross stiffening plate 22 is to transfer shear force. Through the angle offset arrangement, the shear force can form a more reasonable stress distribution between the steel plate and the stiffening plate, improving the shear bearing capacity of the node, and at the same time, providing a more reasonable shear force distribution between the cross stiffening plate 22. The arrangement of the edge holes 40 provides ample space to avoid conflicts between the location of the holes 40 and critical stress areas. The connection structure consists of holes 40 located at the edge of the cross stiffening plate 22. These holes 40 are used to anchor the reinforcing component 30, providing a reliable anchoring point for it. During anchoring, the connection strength between the holes 40 and the reinforcing component 30 must be ensured to prevent the reinforcement system from failing due to anchoring failure. The size, number, and spacing of the holes 40 must be determined through mechanical calculations to meet the load transfer requirements of the reinforcing component 30 and ensure that the node can form a stable stress system after the addition of the reinforcing component 30.

[0025] Based on this, the reinforcing component 30 is a prestressed cable. Its principle is to apply prestress to generate pre-tension force on the nodes and the overall structure, offsetting some of the tensile stress generated under external loads, thereby improving the structure's stiffness, stability, and load-bearing capacity. It is particularly suitable for large-span timber reticulated shell structures with higher requirements for span and load-bearing capacity. The prestressed cable is detachably connected to the hole 40 via fastening connectors. This detachable design facilitates cable installation, tensioning, and subsequent maintenance and replacement, and allows adjustment of the prestress value according to changes in structural stress, enhancing the structure's adaptability. The prestressed cable is selected from high-strength steel wire bundle cables and stainless steel stranded wire. The cable includes at least one of the following: a cable and a carbon fiber composite cable. All types of cables possess characteristics such as high strength, low relaxation, and corrosion resistance. Among them, carbon fiber composite cables also have the advantages of being lightweight and having excellent fatigue resistance. They can be flexibly selected according to engineering environment, load level, and economic requirements. The fastening connector includes a turnbuckle. The function of the fastening connector, including the turnbuckle, is to realize the tensioning and prestress adjustment of the cable. By rotating the turnbuckle, the tension force of the cable can be precisely controlled to ensure that the prestress value meets the design requirements. At the same time, the turnbuckle has a reliable locking function, which can maintain the stability of the prestress of the cable and avoid excessive prestress loss during long-term use.

[0026] Based on this, the raw material for the glued laminated timber members is fast-growing timber, including Douglas fir; the cross-section of the glued laminated timber members is a polygonal structure, including square or rectangular structures; the bolts connecting the glued laminated timber members and the connecting steel plate 21 are high-strength bolts; all mounting holes 211 and cable holes 40 in the connecting steel plate 21, glued laminated timber members and cross stiffening plate 22 must be drilled in one go in one direction, and the drilling must be perpendicular to the surface of the specimen. No cracks should appear on the surface of all node unit components to ensure connection strength and avoid damage to the hole wall affecting connection strength. The requirement that no cracks appear on the surface of all node unit components is to eliminate stress concentration caused by defects in the components themselves, ensure that the connection strength meets the design requirements, and avoid node failure caused by component failure.

[0027] Based on this, the cross stiffening plate 22 is formed by splicing at least two plates to create a cross-shaped structure. This structural form can significantly improve the moment of inertia and shear stiffness of the stiffening plate with a relatively small self-weight, enabling it to efficiently transmit shear force. At the same time, the cross-shaped structure can distribute the load in multiple directions, adapting to the multi-directional force characteristics of the wood mesh shell node. The cross stiffening plate 22 is fixedly connected to the connecting steel plate 21 by welding. The preset angle is 45°±5°. This angle range is the optimal range obtained based on mechanical analysis. At this angle, the shear force transmission efficiency of the cross stiffening plate 22 is the highest, which can effectively coordinate the load on the connecting steel plate 21. The force enhances the overall load-bearing capacity of the nodes; specifically, the cross stiffening plate 22 is welded from three thin steel plates into a cross shape. Four holes 40 are laser-cut into the cross stiffening plate 22, providing anchoring points for prestressed cables to be added to the grid shell structure via turnbuckles and other fastening connectors. To facilitate the anchoring of prestressed cables at the holes 40 in the cross stiffening plate 22, a 45° misalignment exists between the axes of the cross stiffening plate 22 and the connecting steel plate 21 during welding. This prevents interference between the cables and the connecting steel plate 21 or glued laminated timber members, ensuring the rationality of cable installation and stress distribution. (Refer to...) Figure 5 As shown.

[0028] Based on this, all components of the connecting unit 20 are prefabricated in the factory, and the connecting unit 20 and the glued laminated timber members are assembled on site. The connecting steel plate 21 is made of structural steel, including Q235 series steel. This series of steel is widely used in construction engineering and has good yield strength, tensile strength and weldability. It can meet the requirements of the node connecting unit 20 for load-bearing capacity, deformation performance and connection reliability. Its mature production process and reasonable cost also make the node economical and engineering applicable.

[0029] This embodiment utilizes a large-span timber reticulated shell structure (reference) constructed using the nodes (without cables) of this invention. Figure 6 When greater load-bearing capacity and span are required, prestressed cables can be added. Large-span timber reticulated shell structures formed by adding prestressed cables to joints (see reference). Figure 7 The prestressed cable is connected to the entire node connection unit 20 through the holes 40 drilled in the cross stiffening plate 22 using turnbuckles and other parts; this connection method is suitable for a variety of common cable types such as high-strength steel wire bundle cable, stainless steel stranded cable, and carbon fiber composite cable (CFRP cable).

[0030] A novel prefabricated steel-glulam timber node assembly includes at least two prefabricated steel-glulam timber nodes and at least one prestressed cable; the prestressed cable connects the nodes to each other through a connection structure on a cross stiffening plate 22 to form an overall reinforcement system. The prefabricated steel-glulam timber joint assembly consists of at least two of the aforementioned prefabricated steel-glulam timber joints and at least one prestressed cable. Its design principle involves connecting multiple independent joints with the prestressed cable to form an integrated reinforcement system. In this system, the prestressed cable not only reinforces individual joints but also transfers tension between joints, enabling the dispersed joints to form a cohesive whole, optimizing the internal force distribution of the structure and preventing localized overload. This integrated reinforcement system significantly improves the overall stability, lateral displacement resistance, and seismic performance of large-span timber reticulated shell structures, making it particularly suitable for spatial structures with large spans and complex loads. The cable arrangement (e.g., circumferential, radial, or cross arrangement) needs to be optimized based on the structure's shape and stress characteristics to ensure the reinforcement system functions effectively. Through the collaborative work of the joint components, the entire timber reticulated shell structure forms a stable force-bearing system of mutual support and constraint between joints, cables, and members, meeting the structural requirements for larger spans and higher load-bearing capacities.

[0031] A large-span timber reticulated shell structure includes several structural members and prefabricated steel-plywood joints, wherein the structural members are interconnected through the joints; or the large-span timber reticulated shell structure includes several structural members, prefabricated steel-plywood joints, and at least one prestressed cable, wherein the prestressed cable is connected to the cross stiffening plate 22 of the joint and provides support and reinforcement to the structure. There are two configuration options for the large-span timber reticulated shell structure built using this prefabricated steel-plywood joint.

[0032] The first configuration consists of only a few structural members and nodes. The structural members are connected to each other through the nodes. Its force-bearing principle is to use the reliable connection of the nodes to make the structural members form an overall force-bearing system. The load is transferred to the nodes through the members, and then distributed to other members or supports by the nodes. This configuration is suitable for scenarios with relatively moderate span and load. It achieves stable load bearing of the structure by virtue of the excellent mechanical properties and simple construction of the nodes themselves.

[0033] The second configuration adds at least one prestressed cable to the structural members and nodes. The prestressed cable connects to the cross-stiffening plate 22 of the node, providing support and reinforcement to the structure. Its core function is to change the internal force distribution of the structure through the prestress applied by the cable, converting some of the pressure from the members into tension in the cable. This fully utilizes the high tensile strength of steel (cable) and the excellent compressive strength of wood (members), thereby improving the structure's span capacity and load-bearing efficiency. The choice between the two configurations needs to be comprehensively determined based on factors such as the actual span requirements, load conditions, economic indicators, and usage environment of the project. Both configurations can meet the safety and usage requirements of large-span timber reticulated shell structures, demonstrating the wide applicability and flexible adaptability of this node.

[0034] Finally, it should be noted that the above are merely preferred embodiments of the present invention and are not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A prefabricated steel-plywood joint, characterized in that, include: Structural components (10) and connecting units (20); The structural member (10) includes glued laminated timber rods; The connecting unit (20) includes connecting steel plates (21), cross stiffening plates (22) and fasteners (23). The cross stiffening plates (22) are disposed between the connecting steel plates (21) and are fixedly connected to the connecting steel plates (21). The cross stiffening plates (22) have reserved connection structures for connecting and reinforcing components (30). The fastener (23) is used to detachably and securely connect the glued laminated timber rod to the connecting steel plate (21).

2. The prefabricated steel-plywood joint according to claim 1, characterized in that: The connecting steel plate (21) consists of at least two pieces, and the cross stiffening plate (22) is located between each connecting steel plate (21) and forms an integral load-bearing structure with each connecting steel plate (21); the connecting steel plate (21) is an irregular plate structure, and its outline is adapted to the connection angle and load-bearing requirements of the glued laminated timber member.

3. The prefabricated steel-plywood joint according to claim 1, characterized in that: The fastener (23) is inserted along the cross-sectional height direction of the glued laminated timber member. The fastener (23) is a high-strength fastening component. The connecting steel plate (21) and the glued laminated timber member are respectively provided with mounting holes (211) for the fastener (23) to pass through. The mounting holes (211) are processed by a one-way one-time forming process, and the axis of the mounting holes (211) is perpendicular to the connecting surface of the component.

4. The prefabricated steel-plywood joint according to claim 1, characterized in that: The cross stiffening plate (22) is aligned with the center of the connecting steel plate (21), and the axes of the cross stiffening plate (22) and the connecting steel plate (21) are arranged at a preset angle offset; the connecting structure is a hole (40) opened on the edge of the cross stiffening plate, and the hole (40) is used to anchor the reinforcing component (30).

5. A prefabricated steel-plywood joint according to claim 4, characterized in that: The reinforcing component (30) is a prestressed cable, which is detachably connected to the hole (40) by a fastening connector; the prestressed cable is selected from at least one of high-strength steel wire bundle cable, stainless steel stranded cable, and carbon fiber composite cable, and the fastening connector includes turnbuckle.

6. A prefabricated steel-plywood joint according to claim 1, characterized in that: The raw material for the glued laminated timber poles is fast-growing timber, including Douglas fir; the cross-section of the glued laminated timber poles is a polygonal structure, including square or rectangular structures.

7. The prefabricated steel-plywood joint according to claim 1, characterized in that: The cross stiffening plate (22) is formed by splicing at least two plates to form a cross-shaped structure. The cross stiffening plate (22) and the connecting steel plate (21) are fixedly connected by welding. The preset angle is 45°±5°.

8. A prefabricated steel-plywood joint according to any one of claims 1-7, characterized in that: All components of the connecting unit (20) are prefabricated in the factory. The connecting unit (20) and the glued laminated timber rods are assembled on site. The connecting steel plate (21) is made of structural steel, including Q235 series steel.

9. A novel prefabricated steel-glulam timber joint component, characterized in that: It includes at least two prefabricated steel-plywood joints as described in any one of claims 1-8, and at least one prestressed cable; the prestressed cable connects the joints to each other through the connection structure on the cross stiffening plate (22) to form an overall reinforcement system.

10. A large-span timber reticulated shell structure, characterized in that: The structure includes several structural members and several prefabricated steel-plywood joints as described in any one of claims 1-8, wherein the structural members are interconnected through the joints; or the large-span timber reticulated shell structure includes several structural members, several prefabricated steel-plywood joints as described in any one of claims 1-8, and at least one prestressed cable, wherein the prestressed cable is connected to the cross stiffening plate (22) of the joint and provides support and reinforcement to the structure.

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