An assembled friction type holographic energy dissipation structure with a mortise and tenon structure at the end of a component

Abstract

The application discloses a kind of assembled friction type holographic energy dissipation damping structures with tenon-mortise structure at component end, including prefabricated frame beam slab column, holographic substructure prefabricated beam column, prefabricated beam column node connector, substructure prefabricated beam column node connector, beam end tenon-mortise connector, beam interconnection and plate beam connection tenon-mortise structure.Prepared frame beam slab column is connected by prefabricated beam column node connector, beam end tenon-mortise connector and plate beam connection tenon-mortise, modularization is conveniently installed, and beam end friction deformation and bending energy dissipation are simultaneously enhanced.Holographic substructure prefabricated beam column is connected by substructure prefabricated beam column node connector, and substructure beam is connected with main body prefabricated beam middle section by beam interconnection, under the action of multi-dimensional excitation of building structure system, substructure is first energy dissipation, and the damage of excitation to main body structure is reduced.The holographic energy dissipation damping structure is prefabricated in factory, quality is controllable, installation is convenient, and construction period and budget are greatly reduced.

Description

Technical Field

[0001] This invention relates to an assembled friction-type holographic energy-dissipating and vibration-damping structure with mortise and tenon joints at the ends of components. It achieves vibration reduction by first dissipating energy through holographic substructures and then further dissipating energy through frictional deformation and bending of the assembled mortise and tenon joint connectors. Ultimately, it significantly improves the structure's vibration resistance and damping performance under multidimensional seismic action or strong winds, ensuring the overall stability and safety of the structure. It belongs to the field of prefabricated building technology and structural disaster prevention and mitigation in civil engineering. Background Technology

[0002] Currently, seismic-resistant structures primarily consist of beams and columns, masonry walls, or shear walls. Their main function is to provide structural resistance to lateral displacement and to divide building space through wall partitions. However, traditional seismic-resistant components are mostly made of reinforced concrete, which is prone to concentrated damage and insufficient energy dissipation under seismic loads. Furthermore, concrete structures have poor ductility, and damage at column ends and wall bases leads to stiffness degradation. Overall, the seismic performance and energy dissipation are less than expected. Traditional reinforced concrete shear walls are mostly constructed using cast-in-place concrete, making them susceptible to environmental influences, increasing construction difficulty and costs for labor and materials. Using additional dampers or energy dissipation devices for vibration reduction is costly, lacks coordination with structural design, and often affects normal use due to installation space constraints. Therefore, the modern civil engineering field urgently needs to find a more effective seismic resistance and vibration reduction solution.

[0003] Traditional wooden structures have withstood thousands of years of damage and numerous earthquakes without collapsing, primarily due to their use of mortise and tenon joints. The joints between wooden structural components are precisely fitted together, creating a highly flexible frame that can withstand significant loads while allowing for structural deformation. Under earthquake conditions, the deformation of the wood itself offsets some of the seismic energy, reducing the structure's seismic response. Furthermore, the mortise and tenon joints, with their interlocking tenons and mortises, eliminate the need for nails or anchors, allowing for relative displacement between components. Combined with the inherent friction of wood, this also helps dissipate energy during earthquakes, further reducing overall structural damage and ensuring the structure's resilience over millennia. These structural features and systems offer valuable insights for the vibration reduction of modern reinforced concrete structures.

[0004] Furthermore, it is worth noting that the strong column-weak beam design principle is currently the main principle of seismic fortification design for frame structures in my country. However, in reality, the frame beams, slabs, and columns are rigidly connected. Due to the action of the floor slabs and walls, the stiffness of the frame beams is amplified, resulting in strong beams and weak columns. When subjected to earthquakes, the columns are usually relatively weak and are very likely to be the first to develop plastic hinges or even be damaged, causing premature collapse of the building and causing huge disasters to people's property safety and subsequent rescue and maintenance.

[0005] Analyzing the bottlenecks hindering the realization of the current strong-column-weak-beam principle and its objectives reveals that achieving this principle is relatively easy when floor slabs and walls are absent, i.e., when the structural system resembles an empty frame. Therefore, if a substructure similar to a frame structure but smaller in size, without floor slabs or walls, is placed within an existing structural system, this substructure can achieve strong-column-weak-beam operation under seismic loads. It can also utilize its own beam-end energy dissipation capacity to preemptively absorb seismic energy, reducing the dynamic response of the main structure and thus protecting its safety. The substructure shares many similarities with the main structure in composition and shape, forming a nested system. In physics research, holographic theory posits that systems with holographic characteristics possess the following properties: close and similar connections between parts and the whole, with parts serving as microcosms of the whole. Referring to holographic theory, the above system meets these requirements and characteristics; therefore, the overall structure can be termed a holographic structure.

[0006] Based on the above analysis and ideas, this invention proposes an assembled friction-type holographic energy-dissipating and vibration-damping structure with mortise and tenon joints at the component ends. This system mainly consists of a main frame and nested holographic sub-frames. Both the main building structure and the holographic sub-frames are prefabricated components with pre-embedded mortise and tenon joints. Beam and column components are prefabricated in a factory, facilitating construction, saving costs, and ensuring quality control. In this invention, the prefabricated frame beams, slabs, and columns are assembled and overlapped using prefabricated beam-column joint connectors, beam end mortise and tenon joints, and slab-beam connection mortise and tenon joints. This modular approach facilitates installation while enhancing beam end friction deformation and bending energy dissipation. The holographic sub-structure prefabricated beams and columns are assembled and overlapped using sub-structure prefabricated beam-column joint connectors. The sub-structure beams are connected to the middle section of the main prefabricated beams via inter-beam connectors. Under the multi-dimensional excitation of the building structure, the sub-structure dissipates energy first, reducing the damage to the main structure caused by the excitation, ensuring the integrity and safety of the main building structure under multi-dimensional excitation, and providing a guarantee for later rescue and system maintenance. Summary of the Invention

[0007] To address the shortcomings of existing reinforced concrete seismic shear walls, such as high stress and susceptibility to damage in the main structure of buildings under multidimensional seismic loads, high construction costs and inability to fully utilize material properties, low energy dissipation, susceptibility to damage, and insufficient ductility under seismic loads, a prefabricated friction-type holographic energy-dissipating and vibration-damping structure with mortise and tenon joints at the ends of components is proposed. This system mainly consists of the main building frame and holographic sub-frames, both of which are prefabricated components with pre-embedded mortise and tenon joints. The beam and column components are all prefabricated in the factory, making construction convenient, cost-effective, and quality controllable. It also exhibits good ductility and strong frictional and bending energy dissipation performance, meeting the overall stability and safety requirements of the building under seismic loads.

[0008] To achieve the above objectives, the present invention adopts the following technical solution:

[0009] A holographic energy-dissipating and vibration-damping structure with mortise and tenon joints at the ends of its components includes precast columns 1, precast beams 2, a holographic substructure A, and precast slabs 5. The structure is characterized in that: the frame columns 1 and frame beams 2 are assembled and overlapped through mortise and tenon joints B to form the main frame; the precast slabs 5 are connected to the precast beams through slab-beam connectors; the holographic substructure A is an auxiliary double-layer frame structure of the main structure, including substructure precast columns 3 and substructure precast beams 4, truly realizing a strong column-weak beam design, fully leveraging the advantages of the holographic substructure in energy dissipation and column stability; the holographic substructure A is embedded in the main frame; the two sides of the substructure precast columns 3 are spaced the same as the main structure precast columns 1; the top of the substructure precast beams 4 is attached to the bottom of the main structure precast beams 1 and fixedly connected through connectors. As a micro-projection substructure of the column structure, the holographic substructure is embedded in the main structure. However, compared with the main structure, the beams and columns of the holographic substructure are relatively weak. Under external excitation, the main structure transmits the excitation force to the holographic substructure. The holographic substructure dissipates energy first through friction and bending deformation at the beam ends, thereby reducing the impact of the excitation force on the main structure.

[0010] The holographic substructure A also includes tenons 7 and bolt holes 8 at the beam ends of the precast substructure beams. Its characteristic is that the holographic substructure A is a double-layer micro-frame system assembled and overlapped by two sets of precast substructure columns 3 and precast substructure beams 4 through mortise and tenon joints C and tenons 7 at the beam ends. To ensure sufficient bending deformation and energy dissipation of the holographic substructure beams, the size ratio between the precast substructure beams 4 and the precast substructure columns 3 is between 1.5 and 2, and the span of the precast substructure beams 4 is not less than 2 / 3 of the span of the main structure precast beams 2. The tenons 7 at the beam ends of the precast substructure beams overlap with the tenons mortises at the column ends of the precast substructure columns 3 through a mortise and tenon structure. The top-level precast substructure beams have additional bolt holes 8 corresponding to the column end connectors, with a diameter not less than 20mm. The other side is connected to the middle section of the precast substructure beam 4 through a cross-shaped straight tenon, achieving energy dissipation through beam end friction and bending.

[0011] The mortise and tenon joint B also includes a precast beam end tenon 6, a precast column connector tenon 9, a precast column connector mortise 10, a precast beam gable tenon 11, a precast beam eaves tenon 12, a precast beam end mortise 13, and a friction layer 14. Its features are: the precast beam gable tenon 11 and precast beam eaves tenon 12 are vertically overlapped and embedded in the precast column connector mortise 10; the precast column connector tenon 9 is vertically inserted into the precast column connector mortise 10 and fits snugly with the precast beam gable tenon 9; the precast beam end tenon 6 is a cross-shaped straight tenon, welded to the precast beam gable tenon 9 and the precast beam eaves tenon 10; the precast beam end mortise 13 is inserted into the precast beam end tenon 6, and the contact surface is coated with a friction layer 14, with a friction layer thickness of not less than 3mm, thereby achieving the function of friction and bending energy dissipation at the precast beam end.

[0012] The precast beam-column mortise and tenon joint C of the substructure includes a precast column 3, a precast beam 4, a tenon 7 at the beam end of the precast beam, a friction layer 14, a tenon 15, a mortise 16, a tenon 17, and a mortise 18 at the beam end of the precast beam. Its features include: the tenon 17 of the precast beam is vertically embedded into the mortise 16 of the precast column and interlocks with its central protruding tenon; the tenon 15 of the precast column is vertically inserted into the mortise 16 and fits snugly with the tenon 17 of the precast beam; the tenon 7 at the beam end of the precast beam is a cross-shaped straight tenon, welded to the tenon 17, and pre-coated with a friction layer of at least 3mm thickness; the mortise 18 at the beam end of the precast beam is inserted into the tenon 7, achieving the holographic effect of friction and bending energy dissipation at the beam end of the precast beam.

[0013] The beam connector 20 is composed of high-strength I-beams, steel plates, and suspension lugs. Its features include: the steel used is high-strength steel with a yield strength of not less than 350 MPa; the outer dimension of the I-beam is between 20 mm and 60 mm from the beam edge; the I-beam plate has pre-drilled holes for longitudinal reinforcement, the diameter of which is adjusted according to the beam's design reinforcement; the steel plate's dimension along the beam direction is not less than 200 mm, and its dimension perpendicular to the beam direction is not less than 2 / 3 of the beam width; the thickness of the suspension lugs is not less than 1 / 5 of the steel plate width, and the lug spacing is consistent with the lug thickness; bolt holes 8 with a diameter of not less than 20 mm are provided in the center of the lugs.

[0014] The mortise and tenon structure for beam-slab connection includes a floor slab connection tenon 21 and a floor slab connection mortise 22. The floor slab connection tenon 22 is cast together with the precast floor slab 5. The extension length of the tenon is not less than half the width of the beam. The thickness of the tenon is the same as that of the floor slab. Reinforcing bars are arranged inside and tied to the slab reinforcement. The size of the floor slab connection mortise 22 is consistent with the size of the tenon.

[0015] The precast column connector includes a tenon 9, a mortise 10, a longitudinal reinforcement reserved hole 19, a base plate 23, a web plate 24, and a top plate 25. Its features are: the tenon 9, mortise 10, base plate 23, web plate 24, and top plate 25 are all made of high-strength steel with a yield strength of not less than 350 MPa and are welded as a whole; the base plate 23 and top plate 25 are both not less than 100 mm thick, and their width differs from the width of the precast column by 40 mm to 80 mm; the base plate is provided with a longitudinal reinforcement reserved hole 19, the diameter of which can be determined according to the precast column width. The design of the column reinforcement is flexibly defined; the width of the web 24 of the precast column connector is not less than 1 / 3 of the width of the base plate, and the height is not less than 350mm. The web is provided with stirrup reserved holes 26, and the opening diameter can be flexibly defined according to the design of the precast column reinforcement; the opening width of the mortise 10 of the precast column connector is not less than 1 / 3 of the width of the precast column, and is consistent with the width of the tenon on the precast beam surface, and the height is not less than 500mm, and is consistent with the sum of the heights of the tenon on the precast beam surface and the tenon of the precast column, thereby ensuring that the tenon and mortise of the connector fit together perfectly; when the precast column connector is poured, the top surface of the concrete column is flush with the top plate of the connector, the longitudinal reinforcement of the precast column passes through the longitudinal reinforcement reserved holes 19 in the bottom plate of the connector, and the stirrups pass through the stirrup reserved holes 26 in the web of the connector, and are cured after pouring.

[0016] The precast beam connector includes a precast beam end tenon 6, a precast beam gable tenon 11, a precast beam eaves tenon 12, and a friction layer 14. Its features include: the gable tenon 11 and eaves tenon 12 are welded to the precast beam end tenon 6; their width matches the opening of the mortise 10 in the precast column connector; their extension length matches the length of the mortise 10 in the precast column connector; and the distance between the openings in the middle is not less than 1 / 3 of the extension length. The precast beam end tenon 6 is an integrally formed steel component with a welded plate thickness of not less than 100mm, a width consistent with the width of the precast beam 2, and the outer edge width of the cross tenon differs from the size of the precast beam 2 by 30mm to 50mm. Its extension length is not less than 500mm, and the outer surface of the cross tenon is pre-coated with a friction layer with a thickness of not less than 3mm.

[0017] The substructure precast column connector includes a substructure precast column tenon 15, a substructure precast column mortise 16, longitudinal reinforcement reserved holes 19, stirrup reserved holes 26, a substructure precast column connector base plate 27, a substructure precast column connector web plate 28, and a substructure precast column connector top plate 29. Its features are: the substructure precast column tenon 15, substructure precast column mortise 16, substructure precast column connector base plate 27, substructure precast column connector web plate 28, and substructure precast column connector top plate 29 are all made of high-strength steel with a yield strength of not less than 350MPa, and are welded as a whole; the thickness of the substructure precast column connector base plate 27 and the substructure precast column connector top plate 29 is not less than 100mm, and the width differs from the width of the substructure precast column by 20mm to 40mm; the substructure precast column connector base plate is provided with longitudinal reinforcement reserved holes 19, the opening of which is straight... The diameter can be flexibly defined according to the design of the reinforcing bars in the precast substructure column; the width of the web plate 28 of the precast substructure column connector is not less than 1 / 3 of the width of the bottom plate, and the height is not less than 200mm. The web plate is provided with stirrup reserved holes 26, and the opening diameter can be flexibly defined according to the design of the reinforcing bars in the precast substructure column; the opening width of the mortise 16 of the precast substructure column and the width of the central protruding tenon are not less than 1 / 3 of the width of the precast substructure column, and are consistent with the width of the tenon of the precast substructure beam, and the height is not less than 500mm, and is consistent with the sum of the heights of the tenon of the precast substructure beam and the tenon of the precast substructure column, thereby ensuring that the tenon and mortise of the connector are tightly joined; when the precast substructure column connector is poured, the top surface of the concrete column is flush with the top plate of the connector, the longitudinal reinforcement of the precast substructure column passes through the longitudinal reinforcement reserved holes 19 in the bottom plate of the connector, and the stirrups pass through the stirrup reserved holes 26 in the web plate of the connector, and are cured after pouring.

[0018] The substructure precast beam connector includes a substructure precast beam end tenon 7, a friction layer 14, and a substructure precast beam tenon 17. Its features include: the substructure precast beam end tenon 7 and the substructure precast beam tenon 17 are welded together as a whole; its width is consistent with the opening width of the mortise 16 of the substructure precast column connector; its extension length is consistent with the width of the substructure precast column connector; the distance between the openings in the middle is not less than 1 / 3 of the extension length; and it is consistent with the protruding tenon at the center of the mortise of the substructure precast column connector. The substructure precast beam end tenon 17 is an integrally formed steel component; the welded plate thickness is not less than 100mm; its width is consistent with the width of the substructure precast beam 4; the outer edge width of the cross-shaped tenon differs from the size of the substructure precast beam 4 by 15mm to 30mm; its extension length is not less than 300mm; and the outer surface of the cross-shaped tenon is pre-coated with a friction layer with a thickness of not less than 3mm.

[0019] The precast columns 1, precast beams 2, substructure precast columns 3, substructure precast beams 4, and precast slabs 5 are all precast reinforced concrete components, characterized in that: the concrete grade is not lower than C30, the protective layer thickness of the columns is not less than 30mm, the protective layer thickness of the beams is not less than 25mm, the protective layer thickness of the precast floor slabs is not less than 15mm, the longitudinal reinforcement grade used in the components is not lower than HPB300, and the stirrup grade is not lower than HRB335.

[0020] The bolt is a high-strength preloaded bolt, characterized in that: the yield strength of the steel used in the high-strength preloaded bolt is not less than 350MPa, the bolt shank diameter is not less than 20mm, and the diameter of the corresponding bolt pre-drilled hole 8 is not less than the diameter of the high-strength preloaded bolt.

[0021] The friction layer 14 is a pre-coated anti-slip and friction-enhancing coating layer, characterized in that: the material of the friction layer 14 can be selected from metal coatings such as brass and aluminum alloys or compound coatings such as molybdenum disulfide and polyurethane, the coefficient of friction of the selected material is not less than 0.15, and the coating thickness is not less than 3mm.

[0022] Compared with the prior art, the advantages of the present invention are as follows:

[0023] Compared with the traditional reinforced concrete frame shear wall, a new type of energy-dissipating building structure with holographic component end tenon and mortise construction and assembled friction combination has a built-in holographic substructure micro-frame in the main frame, realizing the true strong column-weak beam design principle. Under the influence of multidimensional earthquake effects, the holographic substructure micro-frame consumes energy first, greatly reducing the damage of earthquake response to the main frame and ensuring the overall stability of the main structure.

[0024] 2. Compared with traditional reinforced concrete frames, the main frame and the beam ends of the holographic component end tenon and mortise structure of the assembled friction combination energy-dissipating building structure are all connected by modern tenon insertion. The contact surfaces of the tenons and mortises are coated with a friction layer. When the structure is subjected to multidimensional seismic excitation, the connection at the beam end undergoes slight deformation and displacement. Under vertical load, the modern straight tenon can also bend to dissipate energy, greatly reducing the damage of the excitation to the column and thus ensuring the overall stability of the structure.

[0025] 3. Compared with traditional prefabricated components, the holographic component with mortise and tenon joints at the ends of the assembled friction-combined energy-dissipating building structure is entirely prefabricated in the factory. All joints are connected using high-strength steel connectors, ensuring controllable dimensions, easy installation, and significantly reducing manpower and material resources. The use of high-strength steel mortise and tenon joints ensures joint strength while enabling rapid installation, and also simplifies subsequent maintenance. Attached Figure Description

[0026] Figure 1 This is a three-dimensional schematic diagram of the system of the present invention.

[0027] Figure 2 Top view of the system of the present invention

[0028] Figure 3 Front view of the system of the present invention

[0029] Figure 4 A three-dimensional schematic diagram of the holographic substructure microframe at point A.

[0030] Figure 5 Schematic diagram of the mortise and tenon joint connection of the precast beam and column at point B.

[0031] Figure 6 Schematic diagram of the mortise and tenon joint connection of the precast beams and columns at substructure C.

[0032] Figure 7 This is a schematic diagram of the mortise and tenon connection of the precast beam-column joint in the system of the present invention.

[0033] Figure 8 This is a schematic diagram of the beam connection in the system of the present invention.

[0034] Figure 9 This is a schematic diagram of the floor slab connection in the system of the present invention.

[0035] Figure 10 Schematic diagram of precast beam-column connectors

[0036] Figure 11 Schematic diagram of precast beam-column connectors for substructure

[0037] In the diagram: A - Holographic substructure, B - Frame beam-column mortise and tenon joint, C - Substructure frame beam-column mortise and tenon joint.

[0038] 1-Precast column, 2-Precast beam, 3-Substructure precast column, 4-Substructure precast beam, 5-Precast slab, 6-Precast beam end tenon, 7-Substructure precast beam end tenon, 8-Bolt hole, 9-Precast column connector tenon, 10-Precast column connector mortise, 11-Precast beam gable tenon, 12-Precast beam eaves tenon, 13-Precast beam end mortise, 14-Friction layer, 15-Substructure precast column tenon, 16-Substructure precast column mortise, 1 7-Substructure precast beam tenon, 18-Substructure precast beam end mortise, 19-Longitudinal reinforcement reserved hole, 20-Beam connector, 21-Floor slab connection tenon, 22-Floor slab connection mortise, 23-Precast column connector bottom plate, 24-Precast column connector web, 25-Precast column connector top plate, 26-Stirrup reserved hole, 27-Substructure precast column connector bottom plate, 28-Substructure precast column connector web, 29-Substructure precast column connector top plate. Detailed Implementation

[0039] The specific embodiments of the present invention will now be described in detail with reference to the accompanying drawings.

[0040] like Figures 1-11 As shown, the proposed prefabricated friction-combined energy-dissipating building structure with holographic component end tenon and mortise construction comprises a main building frame and a holographic sub-frame. Both the main building frame and the holographic sub-frame are prefabricated components with pre-embedded tenon and mortise joints. Beam and column components are prefabricated in a factory, facilitating construction, saving costs, and ensuring quality control. The beam ends are equipped with cross-shaped tenon and mortise joints, and the contact surfaces are pre-coated with a friction layer, exhibiting good ductility and strong energy dissipation capabilities, thus meeting the overall stability and safety requirements of the building under seismic loads. These include: 1. Precast column; 2. Precast beam; 3. Substructure precast column; 4. Substructure precast beam; 5. Precast slab; 6. Precast beam end tenon; 7. Substructure precast beam end tenon; 8. Bolt hole; 9. Precast column connector tenon; 10. Precast column connector mortise; 11. Precast beam gable tenon; 12. Precast beam eaves tenon; 13. Precast beam end mortise; 14. Friction layer; 15. Substructure precast column tenon; 16. Substructure precast column mortise. 17. Tenon of precast substructure beam; 18. Mortise at beam end of precast substructure beam; 19. Reserved hole for longitudinal reinforcement; 20. Beam connector; 21. Tenon of floor slab connection; 22. Mortise of floor slab connection; 23. Bottom plate of precast column connector; 24. Web of precast column connector; 25. Top plate of precast column connector; 26. Reserved hole for stirrup; 27. Bottom plate of precast substructure column connector; 28. Web of precast substructure column connector; 29. ​​Top plate of precast substructure column connector.

[0041] The implementation steps are as follows:

[0042] In this example, the main frame is a three-story prefabricated reinforced concrete building. The precast columns used are 4000mm high and have a cross-sectional dimension of 500mm×500mm. The beam-column connectors are all made of high-strength steel with a yield strength of 350MPa. The dimensions of the bottom plate and top plate of the precast column connectors are 380mm×380mm×100mm. The web thickness of the precast column connectors is 130mm and the height is 400mm. The tenon width of the precast column connectors is 130mm and the height is 260mm. The mortise opening width of the precast column connectors is 130mm and the height is 390mm. The diameter of the reserved holes for longitudinal reinforcement is 18mm, and the reserved holes for stirrups are 8mm. In the early stage of the precast column pouring process, the top plate of the precast column connectors is leveled and positioned with the edge of the precast column template. The precast column connectors and precast columns are anchored to each other by inserting steel bars through the reserved holes for longitudinal reinforcement and stirrups. After the concrete is poured, curing is carried out.

[0043] The precast beams used in the main frame have a span of 5000mm and a cross-sectional size of 300mm×300mm. All connectors are made of high-strength steel with a yield strength of 350MPa. The tenon on the precast beam gable and the tenon on the precast beam eaves have an interface size of 130mm×130mm and an extension length of 380mm. The tenon and mortise joint has a hole of 65mm. The welded plate of the tenon at the beam end of the precast beam has a cross-sectional size of 300mm×300mm. The cross tenon and the mortise at the beam end of the precast beam have a width of 80mm and an extension length of 500mm. After the precast beam is poured, the mortise at the beam end of the precast beam is connected to the tenon at the beam end of the precast beam. The tenon on the gable of the precast beam and the tenon at the beam end of the precast beam intersect perpendicularly and are embedded in the mortise of the precast column connector.

[0044] The holographic substructure precast column is 2000mm high with a cross-sectional dimension of 300mm×300mm. All connectors are made of high-strength steel with a yield strength of 350MPa. The bottom and top plates of the substructure precast column connectors are both 240mm×240mm×50mm in size. The web thickness of the substructure precast column connector is 80mm, and its height is 200mm. The tenon of the substructure precast column connector is a straight tenon with a bottom opening and a cross-shaped design, 160mm high. The width and thickness of the transverse steel plate are both 80mm, and the width and height of the central opening are both 80mm and 80mm. m; the mortise of the precast column connector for the substructure has a cross-sectional size of 240mm×240mm, a height of 160mm, a transverse opening width of 80mm, a longitudinal opening width of 160mm, and a central protruding tenon with a cross-sectional size of 80mm×80mm and a protrusion height of 40mm; the reserved holes for the longitudinal reinforcement have a diameter of 16mm, and the reserved holes for the stirrups have a diameter of 6mm; in the early stage of the precast column pouring process, the top plate of the precast column connector for the substructure is leveled and positioned with the edge of the precast column template, and the reinforcing bars are inserted through the reserved holes for the longitudinal reinforcement and the reserved holes for the stirrups to anchor the precast column connector for the substructure to the precast column, and then cured after the concrete is poured.

[0045] The holographic precast substructure beam has a span of 3500mm and a cross-sectional size of 200mm×200mm. All connectors are made of high-strength steel with a yield strength of 350MPa. The tenon of the precast substructure beam has a cross-sectional size of 80mm×80mm and an extension length of 240mm. The tenon and mortise joint has a 40mm opening. The welded plate of the tenon at the beam end of the precast substructure beam has a cross-sectional size of 200mm×200mm. The cross tenon and mortise at the beam end of the precast substructure beam have a width of 50mm and an extension length of 300mm. After the precast substructure beam is cast, the mortise at the beam end of the precast substructure beam is connected to the tenon at the beam end of the precast substructure beam. The tenon of the precast substructure beam is vertically embedded into the mortise of the precast substructure column connector.

[0046] The precast columns, precast beams, substructure precast columns, substructure precast beams, and precast slabs are all made of C30 concrete. The protective layer thickness of the columns is 30mm, the protective layer thickness of the beams is 25mm, and the protective layer thickness of the floor slabs is 15mm. The longitudinal reinforcement is HPB300 grade steel, and the stirrups are HRB335 grade steel.

[0047] The floor slab connection tenon is cast together with the precast floor slab, with a thickness of 120mm, a tenon extension length of 150mm, and an inclination angle of 45°. The size of the floor slab connection mortise is consistent with the size of the tenon.

[0048] The beam connectors are composed of high-strength I-beams with a yield strength of 350MPa, steel plates, and suspension lugs. The outer perimeter of the I-beams is 40mm from the edge of the beam, and the diameter of the reserved holes for the longitudinal reinforcement of the I-beams is 16mm. The steel plates are 300mm in the direction along the beam and 200mm perpendicular to the beam. The suspension lugs are 40mm thick, spaced 40mm apart, and have bolt holes with a diameter of 20mm in the center.

[0049] The high-strength preloaded bolts are made of steel with a yield strength of 350 MPa, with a bolt shank diameter of 20 mm, a thread pitch of 1.25 mm, and a shank length of 200 mm.

[0050] The friction layer uses a polyurethane compound coating with a friction coefficient of 0.42 and a thickness of 5mm. All friction coatings must be applied evenly and allowed to dry naturally before component connection.

[0051] The main frame components are hoisted and assembled. The assembly process of the precast columns 1 and precast beams 2 of the main structure is as follows: the tenon 11 on the gable side of the precast beam and the tenon 12 on the eaves side of the precast beam are interlocked orthogonally and embedded in the mortise 10 of the precast column connector. The tenon 9 of the precast column connector is vertically placed in the mortise 10 of the precast column connector and fits against the top surface of the tenon on the gable side of the precast beam. The tenon 7 at the beam end of the precast beam is inserted into the mortise 13 at the beam end of the precast beam. The precast slab 5 is connected to the precast beam 2 through the floor slab connecting tenon 21 and the floor slab connecting mortise 22.

[0052] The holographic substructure components are hoisted and assembled. The holographic substructure is arranged with the center of the micro-frame aligned with the beam and column units of the main frame. The assembly process of the precast substructure column 3 and precast substructure column 4 is as follows: the tenon 17 of the precast substructure beam is vertically inserted into the mortise 16 of the precast substructure column, so that the opening of the tenon 17 of the precast substructure beam corresponds to the center of the mortise 16 of the precast substructure column and the tenon protrudes. The tenon 15 of the precast substructure column is vertically inserted into the mortise 16 of the precast substructure column and fits with the tenon 17 of the precast substructure beam. The precast substructure beam 3 is connected to the precast beam 2 through the beam connector 20 to make them a whole. The holographic substructure micro-frame is flexibly arranged and can be placed in the vulnerable parts of the main building according to the architectural style.

[0053] In summary, the main frame and the holographic substructure microframe are interconnected via pre-embedded mortise and tenon joints, facilitating construction and ensuring controllable quality. Mortise and tenon joints are added to the beam ends, with a pre-coated friction layer. Under multidimensional seismic loads, this allows for relatively small displacements and bending deformations at the mortise and tenon joints, minimizing the impact of seismic response on the structure. Simultaneously, the holographic substructure microframe achieves a true strong-column-weak-beam design concept, embedding the holographic subframe within the main frame to replace shear walls. Under seismic loads, it dissipates energy first, minimizing the impact on the main structure and ensuring its safety and stability.

[0054] The above is a typical embodiment of the present invention, but the implementation of the present invention is not limited thereto.

Claims

1. An assembled friction type holographic energy dissipation structure with a mortise and tenon structure at the end of the component, comprising a prefabricated column (1), a prefabricated beam (2), a holographic substructure (A) and a prefabricated plate (5), characterized in that: The precast columns (1) and precast beams (2) are assembled and overlapped through mortise and tenon joints (B) to form the main frame. The precast slabs (5) are connected to the precast beams (2) through slab-beam connectors. The holographic substructure (A) includes substructure precast columns (3) and substructure precast beams (4). The substructure precast columns (3) and substructure precast beams (4) are assembled and connected through mortise and tenon joints (C) to form a double-layer micro-frame. The distance between the two sides of the substructure precast columns (3) and the main structure precast columns (1) is the same. The top of the substructure precast beams (4) is attached to the bottom of the precast beams (2) and fixedly connected through beam connectors (20) to form a whole. The holographic substructure (A) serves as a double-layer frame attached to the main structure. Its stress and energy dissipation mechanism is the same as that of the main structure, but its stress and energy dissipation level takes precedence over that of the main frame. When the structure is subjected to external excitation, the main frame transmits the excitation force to the holographic substructure (A). The holographic substructure (A) dissipates energy first through beam end friction and bending deformation, thereby reducing the damage of the excitation force to the main structure. In order to ensure that the precast beam (4) of the substructure fully bends and deforms to dissipate energy, the size ratio of the precast beam (4) of the substructure to the precast column (3) of the substructure is between 1.5 and 2, and the span of the precast beam (4) of the substructure is not less than 2 / 3 of the span of the precast beam (2) of the main structure. ​ The mortise and tenon joint (B) includes a precast beam end tenon (6), a precast column connector tenon (9), a precast column connector, a precast column connector mortise (10), a precast beam gable tenon (11), a precast beam eaves tenon (12), a precast beam end mortise (13), and a friction layer (14); a precast column connector is pre-embedded at the end of the precast column (1), and the precast column connector tenon (9) and the precast column connector mortise (10) are both connected to the precast column connector; the precast beam gable tenon (11) and the precast beam eaves tenon (12) are vertically overlapped. The tenon (9) of the precast column connector is vertically inserted into the mortise (10) of the precast column connector and fits with the tenon (11) of the precast beam gable. The tenon (6) of the precast beam end is a cross-shaped straight tenon, which is welded to the tenon (11) of the precast beam gable and the tenon (12) of the precast beam eaves. The mortise (13) of the precast beam end is inserted into the tenon (6) of the precast beam end. The contact surface is coated with a friction layer (14) and the thickness of the friction layer is not less than 3mm, thereby realizing the friction and bending energy dissipation function of the precast beam end. The precast beam-column mortise and tenon joint (C) of the substructure includes a precast beam end tenon (7), a precast column connector, a precast column tenon (15), a precast column mortise (16), a precast beam tenon (17), and a precast beam end mortise (18). The precast column connector is pre-embedded at the end of the precast column (3). The precast column tenon (15) and the precast column mortise (16) are both connected to the precast column connector. The precast beam tenon (17) is vertically embedded into the precast column mortise. (16) The tenon (15) of the substructure precast column is vertically inserted into the mortise (16) of the substructure precast column and fits with the tenon (17) of the substructure precast beam; the tenon (7) of the beam end of the substructure precast beam is a cross-shaped straight tenon, which is welded to the tenon (17) of the substructure precast beam. The mortise (18) of the beam end of the substructure precast beam is inserted into the tenon (7) of the beam end of the substructure precast beam. The contact surface is coated with a friction layer (14) and the thickness of the friction layer is not less than 3mm, thereby realizing the friction and bending energy dissipation effect of the beam end of the holographic substructure precast beam.

2. The assembly friction type holographic energy dissipation and vibration reduction structure with mortise and tenon joints at the component ends as described in claim 1, wherein the beam connector (20) is composed of high-strength I-beams, steel plates, and suspension lugs, characterized in that: The beam connector (20) is made of high-strength steel with a yield strength of not less than 350MPa. The outer dimension of the high-strength I-beam is between 20mm and 60mm from the edge of the precast beam (2). The high-strength I-beam is provided with pre-reserved holes for longitudinal reinforcement, and the diameter is adjusted according to the design reinforcement of the beam. The steel plate is not less than 200mm in the direction along the precast beam (2) and not less than 2 / 3 of the width of the precast beam (2) in the direction perpendicular to the precast beam (2). The thickness of the suspension ear plate is not less than 1 / 5 of the width of the steel plate, and the spacing between the suspension ear plates is consistent with the thickness of the suspension ear plate. The middle part of the suspension ear plate is provided with bolt holes (8) with a diameter of not less than 20mm.

3. The assembly friction type holographic energy dissipation and vibration reduction structure with mortise and tenon joints at the component ends as described in claim 1, wherein the plate-beam connector includes a floor slab connecting tenon (21) and a floor slab connecting mortise (22), characterized in that: The floor slab connecting tenon (21) is vertically embedded in the floor slab connecting mortise (22). The floor slab connecting tenon (21) is cast together with the precast slab (5). The extension length of the floor slab connecting tenon (21) is not less than half the width of the precast beam (2). The size of the floor slab connecting mortise (22) is consistent with the size of the tenon.

4. The assembled friction-type holographic energy dissipation structure having a mortise and tenon structure at the end of the member according to claim 1, characterized by: The precast column connector includes a precast column connector base plate (23), a precast column connector web plate (24), and a precast column connector top plate (25). The precast column connector tenon (9), the precast column connector mortise (10), the precast column connector base plate (23), the precast column connector web plate (24), and the precast column connector top plate (25) are all made of high-strength steel with a yield strength of not less than 350MPa and are welded as a whole. The thickness of the precast column connector base plate (23) and the precast column connector top plate (25) is not less than 100mm, and the width differs from the width of the precast column (1) by 40mm to 80mm. The precast column connector base plate (23) is provided with longitudinal reinforcement reserved holes (19). The width of the precast column connector web plate (24) is not less than 100mm. The precast column connector base plate (23) has a width of 1 / 3 and a height of not less than 350mm. The precast column connector web plate (24) is provided with stirrup reserved holes (26). The opening width of the precast column connector mortise (10) is not less than 1 / 3 of the width of the precast column (1) and is consistent with the width of the precast beam tenon (11). The height is not less than 500mm and is consistent with the sum of the heights of the precast beam tenon (11) and the precast column connector tenon (9). When the precast column connector is cast, the top surface of the precast column (1) is flush with the top plate (25) of the precast column connector. The longitudinal reinforcement of the precast column (1) passes through the longitudinal reinforcement reserved holes (19) in the precast column connector base plate (23). The stirrups pass through the stirrup reserved holes (26) in the web plate of the connector. After casting, it is cured and formed.

5. According to claim 1, the precast beam mountain surface tenon (11) and the precast beam eaves surface tenon (12) are welded to the precast beam end tenon (6), the width of which is consistent with the opening of the precast column connector mortise (10), the extension length is consistent with the length of the precast column connector mortise (10), and the middle opening distance is not less than 1 / 3 of the extension length; the precast beam end tenon (6) is an integrally formed steel component, the thickness of the welded plate is not less than 100mm, the width is consistent with the width of the precast beam (2), the width of the cross tenon outer edge is between 30mm and 50mm different from the size of the precast beam (2), the extension length is not less than 500mm, and the outer surface of the cross tenon is pre-coated with a friction layer with a thickness of not less than 3mm.

6. The assembly friction type holographic energy dissipation and vibration reduction structure with mortise and tenon joints at the component ends as described in claim 1, wherein the substructure precast column connector includes a substructure precast column connector bottom plate (27), a substructure precast column connector web plate (28), and a substructure precast column connector top plate (29), characterized in that: The tenon (15), mortise (16), bottom plate (27), web (28), and top plate (29) of the precast column connector are all made of high-strength steel with a yield strength of not less than 350 MPa. The thickness of the bottom plate (27) and top plate (29) of the precast column connector is not less than 100 mm, and the width differs from the width of the precast column (3) by 20 mm to 40 mm. The bottom plate (27) of the precast column connector is provided with longitudinal reinforcement reserved holes (19). The width of the web (28) of the precast column connector is not less than 1 / 3 of the width of the bottom plate (27) of the precast column connector, and the height is not less than 200 mm. The web plate (28) of the column connector is provided with a pre-reserved hole (26) for stirrups; the opening width of the mortise (16) of the substructure precast column and the width of the central protruding tenon are not less than 1 / 3 of the width of the substructure precast column (3), and are consistent with the width of the tenon (17) of the substructure precast beam, and the height is not less than 500mm, and is consistent with the sum of the heights of the tenon (17) of the substructure precast beam and the tenon (15) of the substructure precast column; when the substructure precast column connector is cast, the top surface of the substructure precast column (3) is flush with the top plate (29) of the substructure precast column connector, the longitudinal reinforcement of the substructure precast column (3) passes through the pre-reserved hole (19) of the longitudinal reinforcement in the bottom plate (27) of the substructure precast column connector, and the stirrups pass through the pre-reserved hole (26) of the stirrups in the web plate (28) of the substructure precast column connector, and are cured and formed after casting.

7. According to claim 1, the assembly friction type holographic energy dissipation and vibration reduction structure with mortise and tenon structure at the end of the component is as follows: the tenon (7) at the end of the precast beam of the substructure is welded to the tenon (17) of the precast beam of the substructure as a whole, its width is consistent with the opening width of the mortise (16) of the precast column of the substructure, its extension length is consistent with the width of the connector of the precast column of the substructure, the distance of the opening in the middle is not less than 1 / 3 of the extension length, and it is consistent with the protruding tenon in the center of the mortise of the connector of the precast column of the substructure; the tenon (7) at the end of the precast beam of the substructure is an integrally formed steel component, the thickness of the welded plate is not less than 100mm, the width is consistent with the width of the precast beam (4) of the substructure, the outer edge width of the cross tenon is between 15mm and 30mm different from the size of the precast beam (4) of the substructure, the extension length is not less than 300mm, and the outer surface of the cross tenon is pre-coated with a friction layer with a thickness of not less than 3mm.

8. The assembled friction-type holographic energy dissipation structure having a mortise and tenon structure at the end of the member according to claim 1, characterized by, The precast columns (1), precast beams (2), substructure precast columns (3), substructure precast beams (4), and precast slabs (5) are all precast reinforced concrete components. The concrete grade is not lower than C30. The thickness of the column protective layer is not less than 30mm, the thickness of the beam protective layer is not less than 25mm, and the thickness of the precast slab protective layer is not less than 15mm. The grade of the longitudinal reinforcement is not lower than HPB300, and the grade of the stirrups is not lower than HRB335. The friction layer (14) is a pre-coated anti-slip and friction-enhancing coating layer. The material of the friction layer (14) is brass, aluminum alloy, molybdenum disulfide, or polyurethane. The friction coefficient of the selected material is not lower than 0.15, and the coating thickness is not less than 3mm.

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