Self-resetting high-rise structure

Abstract

The invention relates to a self-resetting high-rise structure which comprises two shear walls and two giant columns which are vertically arranged, and a plurality of horizontal outrigger trusses are arranged between each shear wall and the adjacent giant column in the vertical direction. The steel base is fixed at the lower end of the shear wall and is in contact with a building foundation; the two first self-resetting dampers are symmetrically arranged beside the two shear walls, and the two ends of each first self-resetting damper are hinged to the outer side surfaces of the shear walls and a building foundation respectively; the self-resetting connecting beams are arranged between the two shear walls at intervals in the vertical direction, and the two ends of each self-resetting connecting beam are connected with the two shear walls correspondingly; and the two groups of self-resetting energy dissipation mechanisms are respectively arranged corresponding to the two giant columns. Compared with the prior art, energy dissipation capacity and reset capacity can be provided for the overall leftward and rightward deformation process of a building structure, and therefore obvious plastic deformation and large residual displacement generated after an earthquake are reduced, and the building structure can be restored to the initial position after the earthquake.

Description

Technical Field

[0001] This invention belongs to the field of building structure technology and relates to a self-resetting high-rise structure. Background Technology

[0002] Traditional high-rise building structures based on ductility design typically rely on key components such as the base of shear walls, connecting beams, and the area where outrigger trusses connect with mega-columns to undergo plastic hinges or local yielding under strong earthquakes. The nonlinear deformation of these components dissipates the energy input from the earthquake, thereby achieving the basic seismic fortification goal of "not collapsing in a major earthquake." This design concept sacrifices the repairability of some components to ensure the life safety of the overall structure.

[0003] However, this ductile energy dissipation mechanism has significant drawbacks: after an earthquake, the aforementioned key components often undergo significant plastic deformation and large residual displacement, causing the building structure to be unable to automatically return to its initial position, which seriously affects the building's functionality. Summary of the Invention

[0004] The purpose of this invention is to provide a self-resetting high-rise structure that can effectively provide energy dissipation and reset capabilities, enabling the building structure to return to its initial position after an earthquake.

[0005] The objective of this invention can be achieved through the following technical solutions: A self-resetting high-layer structure, comprising: Two vertically arranged shear walls and two mega-columns, with the two shear walls located between the two mega-columns, and several horizontal outrigger trusses arranged vertically between each shear wall and its adjacent mega-column; A steel base is fixed to the lower end of the shear wall and contacts the building foundation. Two first self-resetting dampers are symmetrically arranged next to two shear walls, and the two ends of each first self-resetting damper are respectively hinged to the outer surface of the shear wall and the building foundation. Several self-resetting coupling beams are arranged vertically between two shear walls, with each self-resetting coupling beam connected to the two shear walls at both ends. Two sets of self-resetting energy dissipation mechanisms are respectively set up corresponding to the two giant columns. Each set of self-resetting energy dissipation mechanisms includes self-resetting energy dissipation units that correspond one-to-one with the outrigger truss in the vertical direction. Each outrigger truss is connected to the giant column through a self-resetting energy dissipation unit.

[0006] Compared with existing technologies, this invention drives the first self-resetting damper to extend and shorten during the shear wall swing process, providing energy dissipation and reset capabilities. Simultaneously, during the swing of the two shear walls, multiple self-resetting connecting beams provide energy dissipation and reset capabilities through misalignment. Furthermore, the self-resetting energy dissipation mechanism connected to each outrigger truss increases the overall lateral stiffness of the building structure, providing energy dissipation and reset capabilities for the overall deformation process of the building structure to the left and right. This reduces significant plastic deformation and large residual displacement after an earthquake, enabling the building structure to return to its initial position after an earthquake. Attached Figure Description

[0007] Figure 1 This is a schematic diagram of the overall structure of the present invention.

[0008] Figure 2 This is a schematic diagram of the connection between the shear wall and the first self-resetting damper in this invention.

[0009] Figure 3 This is a schematic diagram of the self-resetting connecting beam in this invention.

[0010] Figure 4 This is a schematic diagram of the mega-column structure in this invention.

[0011] Figure 5 This is a schematic diagram of the structure of the first deformation bearing system in this invention.

[0012] Figure 6 This is a schematic diagram of the second deformation bearing system in this invention.

[0013] Figure 7 This is a schematic diagram of the third deformation bearing system in this invention.

[0014] Figure 8 This is a schematic diagram of the fourth deformation bearing system in this invention.

[0015] Figure 9 This is a schematic diagram of the overall structure of the present invention.

[0016] Figure 10 This is an exploded view of the present invention.

[0017] Figure 11 This is a schematic diagram of the first driving mechanism in this invention.

[0018] Figure 12 This is a schematic diagram of the second driving mechanism in this invention.

[0019] Figure 13 This is a schematic diagram of the self-resetting mechanism in this invention.

[0020] Figure 14This is a schematic diagram of the first movable plate in different positions in this invention.

[0021] Figure 15 This is a schematic diagram of the second driving mechanism in different positions in this invention.

[0022] Explanation of markings in the diagram: 1. Shear wall, 2. Self-resetting connecting beam, 3. First self-resetting damper, 4. Outrigger truss, 5. Self-resetting energy dissipation mechanism, 6. Mega-column, 7. Steel base, 8. Hinge support, 9. Wedge block, 10. First diagonal support, 11. Second diagonal support, 12. Side plate, 13. Second self-resetting damper. 201. First wall segment; 202. First drive mechanism; 203. Self-resetting mechanism; 204. Second drive mechanism; 205. Viscoelastic energy dissipation layer; 206. Second wall segment; 207. First fixing plate; 208. Pressure plate; 209. First material plate; 2010. Second fixing plate; 2011. Second material plate; 2012. Upper pressure block; 2013. Lower pressure block; 2014. Adjusting bolt; 2015. First movable plate; 2016. Guide rod; 2017. First cylindrical spring. Spring, 2018, Pressure bar, 2019, Main rod, 2020, Second movable plate, 2021, Third movable plate, 2022, Fourth movable plate, 2023, First adjusting screw, 2024, Second adjusting screw, 2025, First adjusting nut, 2026, Second adjusting nut, 2027, Fixed nut, 2028, Second cylindrical spring, 2029, First annular spring, 2030, Second annular spring, 2031, Third adjusting nut, 2032, Fourth adjusting nut. Detailed Implementation

[0023] The present invention will now be described in detail with reference to the accompanying drawings and specific embodiments. These embodiments are implemented based on the technical solution of the present invention, providing detailed implementation methods and specific operating procedures. However, the scope of protection of the present invention is not limited to the following embodiments.

[0024] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0025] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0026] Unless otherwise specified, the functional components or structures in the following embodiments or examples are conventional components or structures used in the art to achieve the corresponding functions.

[0027] To effectively provide energy dissipation and recovery capabilities, enabling building structures to return to their initial positions after an earthquake, this invention provides a self-resetting high-rise structure, the structure of which can be found in [reference needed]. Figure 1 As shown, including: Two vertically arranged shear walls and two mega-columns, with the two shear walls located between the two mega-columns, and several horizontal outrigger trusses arranged vertically between each shear wall and its adjacent mega-column; A steel base is fixed to the lower end of the shear wall and contacts the building foundation. Two first self-resetting dampers are symmetrically arranged next to two shear walls, and the two ends of each first self-resetting damper are respectively hinged to the outer surface of the shear wall and the building foundation. Several self-resetting coupling beams are arranged vertically between two shear walls, with each self-resetting coupling beam connected to the two shear walls at both ends. Two sets of self-resetting energy dissipation mechanisms are respectively set up corresponding to the two giant columns. Each set of self-resetting energy dissipation mechanisms includes self-resetting energy dissipation units that correspond one-to-one with the outrigger truss in the vertical direction. Each outrigger truss is connected to the giant column through a self-resetting energy dissipation unit.

[0028] For some specific implementation methods, please refer to [link / reference]. Figures 5 to 8 The self-resetting energy dissipation unit includes two first inclined supports, two second inclined supports, and two second self-resetting dampers arranged symmetrically and corresponding to each other. One end of each first inclined support and one end of each second inclined support are hinged to the same pin to form a connection node. One end of each self-resetting damper is also hinged to the pin of the connection node. The other ends of the first inclined supports, the second inclined supports, and the second self-resetting dampers are each selectively hinged to the outrigger truss or mega-column. Here, depending on the different connection positions of the other ends of the first inclined supports, the second inclined supports, and the second self-resetting dampers with the outrigger truss or mega-column, four deformation bearing systems can be formed to provide energy dissipation and reset capabilities.

[0029] In one embodiment, the other ends of the two first diagonal struts are hinged at the same height position of the mega-column, which is directly opposite the middle position of the end of the outrigger truss. The other ends of the two second diagonal struts are respectively hinged to the upper flange and lower flange of the end of the outrigger truss. The other ends of the two second self-resetting dampers are both hinged to the middle position of the end of the outrigger truss.

[0030] In another embodiment, the other ends of the two first diagonal supports are respectively hinged to two height positions on the mega-column near the upper and lower flanges of the outrigger truss, the other ends of the two second diagonal supports are hinged to the middle position of the end of the outrigger truss, and the other ends of the two second self-resetting dampers are respectively hinged to the upper and lower flanges of the end of the outrigger truss.

[0031] For the two implementation methods described above, the displacement deformation amplification factor of the second self-resetting damper satisfies: in, f This is the displacement deformation amplification factor of the second self-resetting damper. θ 1 is the acute angle formed between the first diagonal support and the mega-column. θ 2 is the acute angle formed between the second diagonal support and the outrigger truss. θ 3 is the acute angle formed between the second self-resetting damper and the outrigger truss.

[0032] In another embodiment, the other ends of the two first diagonal struts are respectively hinged to two height positions on the mega-column near the upper and lower flanges of the outrigger truss, the other ends of the two second diagonal struts are respectively hinged to the middle position of the end of the outrigger truss, and the other ends of the two second self-resetting dampers are hinged to the same height position on the mega-column, which is directly opposite the middle position of the end of the outrigger truss.

[0033] In another embodiment, the other ends of the two first diagonal struts are hinged at the same height position of the mega-column, which is directly opposite the middle position of the end of the outrigger truss. The other ends of the two second diagonal struts are hinged to the middle position of the end of the outrigger truss. The other ends of the two second self-resetting dampers are respectively hinged to two height positions on the mega-column near the upper and lower flanges of the outrigger truss.

[0034] For the two implementation methods described above, the displacement deformation amplification factor of the second self-resetting damper satisfies: In the formula, f This is the displacement deformation amplification factor of the second self-resetting damper. θ 1 is the acute angle formed between the first diagonal support and the mega-column. θ 2 is the acute angle formed between the second diagonal support and the outrigger truss. θ 3 is the acute angle formed between the second self-resetting damper and the mega-column.

[0035] In a more specific embodiment, side plates are horizontally arranged on the giant column near the two connecting nodes, with one end of the side plate connected to the giant column and the other end hinged to the corresponding connecting node.

[0036] In some other specific embodiments, wedge-shaped blocks are provided on both sides of the steel base, and the wedge-shaped blocks are connected to the building foundation.

[0037] In some specific embodiments, the self-resetting connecting beam can be a self-resetting connecting beam structure with variable stiffness and variable damping, and the first self-resetting damper and the second self-resetting damper can also be variable stiffness and variable damping dampers. That is, they can adjust their stiffness and damping degree according to the magnitude of the earthquake action to play a role. For example, under the action of wind or small earthquake, each self-resetting connecting beam and each first self-resetting damper plays a role in the small stiffness and small damping stage, while under the action of large earthquake, each self-resetting connecting beam and each self-resetting damper plays a role in the large stiffness and large damping stage, thereby meeting the requirements for resisting vibrations of different intensities.

[0038] Each of the above implementation methods can be implemented individually, or in any combination of two or more without violating logic.

[0039] The above implementation methods will be described in more detail below with reference to specific embodiments.

[0040] Example: In some embodiments, such as Figure 1 , Figure 2 , Figure 3As shown, a self-resetting high-rise structure is provided, including two vertically arranged shear walls 1 and two mega-columns 6. The two shear walls 1 are located between the two mega-columns 6. Multiple outrigger trusses 4 are horizontally arranged along the vertical direction between each shear wall 1 and its corresponding mega-column 6. The structure also includes two steel bases 7, two first self-resetting dampers 3, multiple self-resetting connecting beams 2, and two sets of self-resetting energy dissipation mechanisms. The two steel bases 7 are respectively fixedly installed at the lower ends of the two shear walls 1. The lower part of each steel base 7 is in contact with the building foundation, which facilitates the left and right swing of each shear wall 1 and prevents the bottom of the shear wall 1 from being crushed during left and right swing. The two first self-resetting dampers 3 are arranged on the opposite sides of the two shear walls 1. One self-resetting damper 3 is hinged at both ends to the side of the shear wall 1 and the building foundation, respectively. Multiple self-resetting connecting beams 2 are horizontally arranged between two shear walls 1 and are evenly arranged along the vertical direction. The two ends of each self-resetting connecting beam 2 are connected to the two shear walls 1, respectively. Two sets of self-resetting energy dissipation mechanisms correspond one-to-one with two mega-columns 6. Each set of self-resetting energy dissipation mechanisms includes multiple self-resetting energy dissipation units 5. Multiple self-resetting energy dissipation units 5 correspond one-to-one with multiple outrigger trusses 4. Each outrigger truss 4 is connected to the mega-column 6 through the corresponding self-resetting energy dissipation unit 5. The two first self-resetting dampers 3, multiple self-resetting connecting beams 2 and multiple self-resetting energy dissipation units 5 provide energy dissipation and reset capabilities.

[0041] The self-resetting high-rise structure provided here, during the swing of the shear wall 1, drives the first self-resetting damper 3 to extend and shorten, providing energy dissipation and reset capabilities. Simultaneously, during the swing of the two shear walls 1, multiple self-resetting connecting beams 2 provide energy dissipation and reset capabilities through misalignment. In addition, the self-resetting energy dissipation unit 5 connected by each outrigger truss 4 increases the overall lateral stiffness of the building structure, providing energy dissipation and reset capabilities for the overall deformation of the building structure to the left and right, thereby reducing significant plastic deformation and large residual displacement after an earthquake, enabling the building structure to return to its initial position after an earthquake.

[0042] In other embodiments, each self-resetting beam 2 is a variable stiffness, variable damping viscoelastic self-resetting beam, and each first self-resetting damper 3 is a variable stiffness, variable damping damper. Under wind or minor earthquakes, the low stiffness, low damping stage of each self-resetting beam 2 and each first self-resetting damper 3 functions; under major earthquakes, the high stiffness, high damping stage of each self-resetting beam 2 and each first self-resetting damper 3 functions, thereby meeting the requirements for resisting vibrations of different intensities. Here, the shear wall 1 can be made of concrete, steel, or wood.

[0043] In other embodiments, such as Figure 2As shown, each shear wall 1 has a notch near the corresponding first self-resetting damper 3. The lower part of the notch is connected to the building foundation. The first self-resetting damper 3 is located in the corresponding notch. The top of the notch and the building foundation near the notch are respectively provided with hinge supports 8. The two ends of the first self-resetting damper 3 are connected to the top of the notch and the building foundation through the hinge supports 8 respectively.

[0044] In other embodiments, such as Figure 4 As shown, the lower end of the mega-column 6 is hinged to the building foundation, which facilitates the mega-column 6 to bear the vertical load transmitted from the outrigger truss 4, as well as the self-weight vertical load transmitted from each floor structure, and releases the bending moment at the bottom of the mega-column 6 by using the hinge.

[0045] In other embodiments, such as Figure 5 , Figure 6 , Figure 7 , Figure 8 As shown, each self-resetting energy dissipation unit 5 includes two first inclined supports 10, two second inclined supports 11, and two second self-resetting dampers 13 disposed between the corresponding outrigger truss 4 and the mega-column 6. The two first inclined supports 10, two second inclined supports 11, and two second self-resetting dampers 13 are all inclined and symmetrically arranged. The two first inclined supports 10 and the two second inclined supports 11 correspond one-to-one. One end of each first inclined support 10 and one end of the corresponding second inclined support 11 are hinged to the same pin to form a connection node. The two connection nodes and the two second self-resetting dampers 13 are connected to each other. The dampers 13 are one-to-one, with one end of each second self-resetting damper 13 hinged to the pin of the corresponding connection node. By different connection positions of the other ends of the first diagonal support 10, the second diagonal support 11, and the second self-resetting damper 13, four deformation bearing systems are formed to provide energy dissipation and reset capabilities. The relative rotation or translational deformation between the outrigger truss 4 and the mega-column 6 is converted into the geometric distortion of the internal components, thereby amplifying the driving stroke, efficiently stimulating the energy dissipation of the second self-resetting damper 13, and realizing the automatic reset of the overall structure.

[0046] The above examples are as follows: Figure 5 As shown, in the first type of deformation bearing system, the other ends of the two first diagonal supports 10 are hinged to the same height position of the mega-column 6, which is opposite to the middle position of the end of the outrigger truss 4. The other ends of the two second diagonal supports 11 are respectively hinged to the upper flange and lower flange of the end of the outrigger truss 4. The other ends of the two second self-resetting dampers 13 are hinged to the middle position of the end of the outrigger truss 4.

[0047] The above examples are as follows: Figure 6As shown, in the second type of deformation bearing system, the other ends of the two first diagonal supports 10 are respectively hinged to two height positions of the mega-column 6. The two height positions of the mega-column 6 are respectively close to the upper flange and lower flange of the end of the cantilever truss 4. The other ends of the two second diagonal supports 11 are hinged to the middle position of the end of the cantilever truss 4. The other ends of the two second self-resetting dampers 13 are respectively hinged to the upper flange and lower flange of the end of the cantilever truss 4.

[0048] The above examples are as follows: Figure 7 As shown, in the third deformation bearing system, the other ends of the two first diagonal supports 10 are respectively hinged to two height positions of the mega-column 6. The two height positions of the mega-column 6 are respectively close to the upper flange and lower flange of the end of the cantilever truss 4. The other ends of the two second diagonal supports 11 are respectively hinged to the middle position of the end of the cantilever truss 4. The other ends of the two second self-resetting dampers 13 are hinged to the same height position of the mega-column 6, which is opposite to the middle of the end of the cantilever truss 4.

[0049] The above examples are as follows: Figure 8 As shown, in the fourth deformation bearing system, the other ends of the two first diagonal supports 10 are hinged to the same height position of the mega-column 6, which is opposite to the middle of the end of the outrigger truss 4. The other ends of the two second diagonal supports 11 are respectively hinged to the upper flange and lower flange of the end of the outrigger truss 4. The other ends of the two second self-resetting dampers 13 are respectively hinged to two height positions of the mega-column 6, which are close to the upper flange and lower flange of the end of the outrigger truss 4.

[0050] In practical applications, if greater deformation capacity is required, the following can be adopted: Figure 5 and Figure 6 Chinese form, Figure 5 and Figure 6 The difference between them is Figure 5 The arrangement can result in lower force requirements for the mega-columns. Figure 7 and Figure 8 The difference between them Figure 8 The arrangement can result in a more uniform force distribution in the outrigger truss, and different deformation bearing systems can be mixed and matched.

[0051] like Figure 5 , Figure 6 , Figure 7 , Figure 8 As shown, side plates 12 are horizontally arranged on the giant column 6 near the two connection nodes. One end of the side plate 12 is connected to the giant column 6, and the other end of the side plate 12 is connected to the pin of the corresponding connection node. The two side plates 12 prevent the instability of each deformation bearing system.

[0052] The angles of the second self-resetting damper 3, the first inclined support 10, and the second inclined support 11 are determined based on the required displacement deformation amplification factor, so as to determine the most suitable deformation bearing system for the building structure.

[0053] The displacement deformation amplification factor of the second self-resetting damper 13 is calculated using the following formula: In the formula, f This is the displacement deformation amplification factor of the second self-resetting damper 13. θ 1 is the acute angle formed between the first diagonal support 10 and the mega-column 6. θ 2 is the acute angle formed between the second diagonal support 11 and the outrigger truss 4. θ 3 is the acute angle formed between the second self-resetting damper 13 and the outrigger truss 4.

[0054] The displacement deformation amplification factor of the second self-resetting damper 13 is calculated using the following formula: In the formula, f This is the displacement deformation amplification factor of the second self-resetting damper 13. θ 1 is the acute angle formed between the first diagonal support 10 and the mega-column 6. θ 2 is the acute angle formed between the second diagonal support 11 and the outrigger truss 4. θ 3 is the acute angle formed between the second self-resetting damper 13 and the giant column 6.

[0055] like Figure 2 As shown, each steel base 7 has a wedge block 9 on both sides. The wedge block 9 is connected to the building foundation to prevent horizontal slippage when the shear wall 1 swings left and right.

[0056] Working principle: When the building structure is subjected to horizontal loads, the two shear walls 1 swing, pulling and compressing the first self-resetting damper 3 at the bottom of each shear wall 1. At the same time, the multiple self-resetting connecting beams 2 between the two shear walls 1 also undergo relative displacement. Each shear wall 1 is connected by multiple outrigger trusses 4 and mega-columns 6, thus improving the overall lateral stiffness of the building structure and reducing the structural response. Meanwhile, the swing of the shear wall 1 will drive each outrigger truss 4 to pull and compress the two symmetrical second self-resetting dampers 13 in the self-resetting energy dissipation unit 5. During the tension and compression of the two second self-resetting dampers 13 and the relative displacement of the multiple self-resetting connecting beams 2, they can provide excellent energy dissipation and reset capabilities, thereby reducing the structural response and achieving self-resetting after an earthquake.

[0057] Additionally, in some embodiments, such as Figure 9As shown, the self-resetting connecting beam 2 includes a first driving mechanism 202, a second driving block mechanism 4, and at least two self-resetting mechanisms 203. The first driving mechanism 202 includes two vertically arranged first material plates 209, which are symmetrically arranged. One side of each first material plate 209 is connected to a first wall segment 20201. The second driving block mechanism 4 includes two vertically arranged second material plates 2011, a first movable plate 2015, and two pressure strips 2018. The first movable plate 2015 is located between the two first material plates 209, and the two first material plates 209 are located between the two second material plates 2011. The two second material plates 2011 and the two pressure strips 2018 are all connected to the second wall segment 206. The first movable plate 2015 and the second wall segment 206 are slidably connected in the vertical direction. The two pressure strips 2018 are respectively arranged on the first movable plate 2011. Above and below the first movable plate 2015, at least one guide rod 2016 is vertically arranged between the first movable plate 2015 and each pressure strip 2018 (including the upper and lower parts). The guide rod 2016 passes through the pressure strip 2018 and is slidably connected to the pressure strip 2018. A first cylindrical spring 2017 is sleeved on the guide rod 2016. Under normal conditions, the length of the first cylindrical spring 2017 is less than the distance between the first movable plate 2015 and the corresponding pressure strip 2018. One end of the first cylindrical spring 2017 is connected to the first movable plate 2015. Here, the first wall segment 201 and the second wall segment 206 refer to a section on each of the two oppositely arranged shear walls 1 connected to the self-resetting connecting beam 2.

[0058] Viscoelastic energy-dissipating layers 205 are respectively provided between the first movable plate 2015 and the two first material plates 209, and between the two first material plates 209 and the corresponding second material plates 2011. The viscoelastic energy-dissipating layers 205 at different positions undergo shear deformation to dissipate energy to different degrees. Two self-resetting mechanisms 203 are symmetrically arranged on the two second material plates 2011. The two self-resetting mechanisms 203 are used to drive the two second material plates 2011 and the two first material plates 209 to reset after movement. When a small vibration occurs, the device of the present invention dampens energy by shear deformation of the two viscoelastic energy-dissipating layers 205 between the two first material plates 209 and the corresponding second material plate 2011. When a large vibration occurs, while damping energy is damped by shear deformation of the two viscoelastic energy-dissipating layers 205 between the two first material plates 209 and the corresponding second material plate 2011, the first movable plate 2015 moves up and down and drives the corresponding first cylindrical spring 2017 to squeeze the corresponding pressure strip 2018, so that the viscoelastic energy-dissipating layers 205 on both sides of the first movable plate 2015 undergo shear deformation to dampen energy. Thus, the device adapts to the corresponding damping energy dissipation according to different levels of vibration, taking into account both the stiffness requirements under small vibrations and the ductile energy dissipation requirements under large vibrations, and ensuring the continuous optimization capability of structural performance throughout the entire life cycle.

[0059] like Figure 10-12 As shown, each first material plate 209 has a pressure plate 208 horizontally arranged on its upper and lower parts respectively. The two pressure plates 208 and the corresponding first material plate 209 form a C-shaped structure. The pressure plates 208 are connected to the first material plate 209 and the first wall limb 20201 respectively. Each second material plate 2011 is located between the corresponding two pressure plates 208. Each second material plate 2011 has two upper pressure blocks 2012 and two lower pressure blocks 2013 respectively arranged on the side away from the first movable plate 2015. The two upper pressure blocks 2012 are located on the upper part of the second material plate 2011. The two upper pressure blocks 2012 are symmetrically arranged and fixedly connected to the second material plate 2011. The two lower pressure blocks 2013 are located on the lower part of the second material plate 2011. The two lower pressure blocks 2013 are symmetrically arranged and fixedly connected to the second material plate 2011. Each self-resetting mechanism 203 is arranged on the two upper pressure blocks 2012 and the two lower pressure blocks 2013 and is located between the two pressure plates 208.

[0060] like Figure 12-13 As shown, each self-resetting mechanism 203 includes a main rod 2019, a second movable plate 2020, a third movable plate 2021, a fourth movable plate 2022, a first annular spring 2029, a second annular spring 2030, and a second cylindrical spring 2029. The main rod 2019 is vertically arranged between two pressure plates 208, passing between two upper pressure blocks 2012 and two lower pressure blocks 2013. The second movable plate 2020, the third movable plate 2021, and the fourth movable plate 2022 are horizontally arranged from top to bottom between the two upper pressure blocks 2012 and the two lower pressure blocks 2013. The second movable plate 2010 contacts the two upper pressure blocks 2012, and the fourth movable plate 2022 contacts the two lower pressure blocks 2013. The main rod 2019 passes through the second movable plate 2020, the third movable plate 2021, and the fourth movable plate 2022. The first annular spring 2029 is slidably connected to the second movable plate 2020, the third movable plate 2021, and the fourth movable plate 2022. The first annular spring 2029 is sleeved on the main rod 2019 and located between the second movable plate 2020 and the fourth movable plate 2022. The first annular spring 2029 passes through the third movable plate 2021 and is slidably connected to it. The second annular spring 2030 is sleeved on the first annular spring 2029 and is located between the third movable plate 2021 and the fourth movable plate 2022. The second cylindrical spring 2029 is sleeved on the first annular spring 2029 and is located between the second movable plate 2020 and the third movable plate 2021. The first annular spring 2029, the second annular spring 2030, and the second cylindrical spring 2029 provide self-resetting force for the corresponding second material plate 2011 and the first material plate 209.

[0061] like Figure 13As shown, four first adjusting screws 2023 are vertically arranged between the third movable plate 2021 and the fourth movable plate 2022. The first adjusting screws 2023 are evenly arranged along the circumference of the third movable plate 2021. Each first adjusting screw 2023 has two ends that pass through the third movable plate 2021 and the fourth movable plate 2022 respectively and are threadedly connected to a first adjusting nut 2025. By rotating the two first adjusting nuts 2025 on each first adjusting screw 2023, the distance between the third movable plate 2021 and the fourth movable plate 2022 is adjusted, and a preload is applied to the second annular spring 2030.

[0062] like Figure 13 As shown, a plurality of second adjusting screws 2024 (exemplarily, four screws) are vertically arranged between the second movable plate 2020 and the third movable plate 2021. The plurality of second adjusting screws 2024 are evenly arranged along the circumference of the second movable plate 2020. The lower end of each second adjusting screw 2024 is fixedly connected to the third movable plate 2021 by a fixing nut 2027. The lower end of each second adjusting screw 2024 passes through the third movable plate 2021. There are two fixing nuts 2027, which are disposed on the corresponding second adjusting screw 2024 and located on the upper and lower sides of the third movable plate 2021. Each fixing nut 2027 is threadedly connected to the corresponding second adjusting screw 2024. The two fixing nuts 2027 are used to secure the second adjusting screw 2024. The second adjusting screw 2024 is fixed to the third movable plate 2021. The upper end of each second adjusting screw 2024 passes through and is slidably connected to the second movable plate 2020. A second adjusting nut 2026 is threadedly connected to each second adjusting screw 2024 at a position between the second movable plate 2020 and the third movable plate 2021. The stiffness of the second cylindrical spring 2029 is less than that of the second annular spring 2030, which facilitates the contact between the second movable plate 2020 and the corresponding second adjusting nut 2026 when the second movable plate 2020 slides along the multiple second adjusting screws 2024, and continues to drive the third movable plate 2021 to compress the second annular spring 2030, performing two-stage stiffness changes, and further adapting the corresponding stiffness according to different levels of vibration. By adjusting the position of the second adjusting nut 2026, the timing of the second movable plate 2020 driving the third movable plate 2021 to compress the second annular spring 2030 can be adjusted. Generally, the position of the second adjusting nut 2026 should be higher than the height of the second cylindrical spring 2029 when it is fully compressed.

[0063] like Figure 13As shown, the main rod 2019 is threaded with a third adjusting nut 2031 and a fourth adjusting nut 2032. The second movable plate 2020 and the fourth movable plate 2022 are located between the third adjusting nut 2031 and the fourth adjusting nut 2032. The third adjusting nut 2031 contacts the second movable plate 2020, and the fourth adjusting nut 2032 contacts the fourth adjusting nut 2032. Each upper pressure block 2012 is vertically provided with at least one adjusting bolt 2014, which passes through the corresponding upper pressure block 2012. After the pressure block 2012 contacts the second movable plate 2020, the adjusting bolt 2014 is threadedly connected to the corresponding pressure block 2012. By rotating the third adjusting nut 2031 and the fourth adjusting nut 2032 on the main rod 2019, the distance between the second movable plate 2020 and the fourth movable plate 2022 is adjusted, a preload is applied to the first annular spring 2029, and by rotating the adjusting bolt 2014, the lower end of the adjusting bolt 2014 contacts the second movable plate 2020, thus fixing the second movable plate 2020.

[0064] like Figure 11-12 As shown, a first fixing plate 207 is provided between the two first material plates 209 and the first wall limb 20201. One side of the first fixing plate 207 is connected to the first wall limb 20201, and the other side of the first fixing plate 207 is connected to the two first material plates 209 and the four pressure plates 208 respectively. A second fixing plate 2010 is provided between the two second material plates 2011 and the second wall limb 206. One side of the second fixing plate 2010 is connected to the second wall limb 206, and the other side of the second fixing plate 2010 is connected to the two second material plates 2011 and the two pressure strips 2018 respectively. The second fixing plate 2010 and the first movable plate 2015 are slidably connected in the vertical direction.

[0065] like Figure 13 As shown, the length of the second cylindrical spring 2028 is less than the distance between the second movable plate 2020 and the third movable plate 2021, so that the second movable plate 2020 first compresses the first annular spring 2029, then compresses the second cylindrical spring 2029, and finally compresses the second annular spring 2030, thus performing three-stage variable stiffness.

[0066] like Figure 14As shown in a, b, and c, when the first wall segment 20201 and the second wall segment 206 undergo small vertical displacement, the two first material plates 209 of the first drive mechanism 202 also move vertically relative to the two second material plates 2011 of the second drive mechanism 204. This allows the viscoelastic energy-dissipating layer 205 between the two first material plates 209 and the corresponding second material plates 2011 to undergo shear deformation for damping energy dissipation. During this process, the first movable plate 2015 can slide vertically on the second fixed plate 2010. Therefore, there is no displacement between the first movable plate 2015 and the first material plates 209 and the second material plates 2011, and the viscoelastic energy-dissipating layer 205 on both sides of the first movable plate 2015 will not dissipate energy.

[0067] like Figure 14 As shown in a, d, and e, when the first wall segment 20201 and the second wall segment 206 undergo large vertical displacement, the viscoelastic energy-dissipating layer 205 between the two first material plates 209 and the corresponding second material plate 2011 still undergoes shear deformation and dissipates energy. Meanwhile, the first movable plate 2015 slides to contact the first cylindrical spring 2017 and the corresponding pressure strip 2018. At this time, the first movable plate 2015 begins to shift relative to the first material plate 209 and the second material plate 2011, and the viscoelastic energy-dissipating layer 205 on both sides of the first movable plate 2015 also begins to dissipate energy.

[0068] like Figure 15 As shown in Figures a and b, when the first wall segment 20201 moves slightly upward relative to the second wall segment 206, the second wall segment 206 will drive the adjusting bolt 2014 of the second drive mechanism 204 to compress the second movable plate 2020, thereby compressing the first annular spring 2029 and the second cylindrical spring 2028. The first annular spring 2029 provides frictional energy dissipation and reset capability, while the second cylindrical spring 2028 provides reset capability. Since the load on the second cylindrical spring 2028 is less than the preload of the second annular spring 2030, the second annular spring 2030 will not be compressed.

[0069] like Figure 15 As shown in a and c, when the first wall segment 20201 moves slightly downward relative to the second wall segment 206, the second wall segment 206 will drive the lowering block 2013 of the second drive mechanism 204 to compress the fourth movable plate 2022, thereby compressing the first annular spring 2029. The load of the second cylindrical spring 2028 is less than or equal to the preload of the second annular spring 2030. Therefore, the second cylindrical spring 2028 is also compressed, but the second annular spring 2030 will not be compressed.

[0070] like Figure 15As shown in a and d, when the first wall segment 20201 undergoes a large upward misalignment relative to the second wall segment 206, the first annular spring 2029 is continuously compressed by the second movable plate 2020 to provide frictional energy dissipation and reset capability. After the second movable plate 2020 moves to the second adjusting nut 2026, the second cylindrical spring 2028 cannot be further compressed, and the load on the second cylindrical spring 2028 equals the preload of the second annular spring 2030. The second annular spring 2030 then begins to be compressed by the third movable plate 2021 to provide frictional energy dissipation and reset capability.

[0071] like Figure 15 As shown in a and e, when the first wall segment 20201 undergoes a large downward misalignment relative to the second wall segment 206, the first annular spring 2029 is continuously compressed by the fourth movable plate 2022 to provide frictional energy dissipation and reset capability. After the second movable plate 2020 moves to the second adjusting nut 2026, the second annular spring 2030 begins to be compressed by the fourth movable plate 2022 to provide frictional energy dissipation and reset capability.

[0072] In other embodiments, the first self-resetting damper 3 and the second self-resetting damper 13 adopt conventional self-resetting damper devices in the art, or they may adopt dampers with variable stiffness and variable damping.

[0073] In summary, the self-resetting high-layer structure provided by this invention also has the following advantages: First, by separating the shear wall from the building foundation, the present invention can prevent the shear wall from being damaged. At the same time, by setting easily replaceable self-resetting connecting beams between the shear walls, the connecting beams can also be prevented from undergoing plastic deformation. In addition, the outrigger truss is connected to the mega-column through a self-resetting energy dissipation system, which can prevent the outrigger truss from undergoing plastic deformation.

[0074] Secondly, the present invention, through the setting of a first self-resetting damper and a self-resetting connecting beam, can provide excellent energy dissipation capacity to reduce the response of the building structure, and provide excellent reset capacity to achieve post-earthquake self-reset.

[0075] Third, the present invention can amplify the deformation of the second self-resetting damper through the self-resetting energy dissipation system, thereby providing more sufficient reset and energy dissipation capabilities. Traditional energy dissipation systems usually only have one tilting damper, which will cause inconsistent deformation of the energy dissipation system during tension and compression. The present invention symmetrically sets two second self-resetting dampers in the self-resetting energy dissipation system, which can ensure that the displacement amplification of the self-resetting energy dissipation mechanism remains consistent regardless of whether it is under tension or compression.

[0076] Fourth, by setting up multiple outrigger trusses, the structure of this invention has high lateral stiffness and can effectively resist horizontal loads.

[0077] The above description of the embodiments is provided to enable those skilled in the art to understand and use the invention. It will be apparent to those skilled in the art that various modifications can be made to these embodiments, and the general principles described herein can be applied to other embodiments without inventive effort. Therefore, the present invention is not limited to the above embodiments, and any improvements and modifications made by those skilled in the art based on the disclosure of the present invention without departing from the scope of the invention should be within the protection scope of the present invention.

Claims

1. A self-resetting high-layer structure, characterized in that, include: Two vertically arranged shear walls and two mega-columns, with the two shear walls located between the two mega-columns, and several horizontal outrigger trusses arranged vertically between each shear wall and its adjacent mega-column; A steel base is fixed to the lower end of the shear wall and contacts the building foundation. Two first self-resetting dampers are symmetrically arranged next to two shear walls, and the two ends of each first self-resetting damper are respectively hinged to the outer surface of the shear wall and the building foundation. Several self-resetting coupling beams are arranged vertically between two shear walls, with each self-resetting coupling beam connected to the two shear walls at both ends. Two sets of self-resetting energy dissipation mechanisms are respectively set up corresponding to the two giant columns. Each set of self-resetting energy dissipation mechanisms includes self-resetting energy dissipation units that correspond one-to-one with the outrigger truss in the vertical direction. Each outrigger truss is connected to the giant column through a self-resetting energy dissipation unit.

2. The self-resetting high-layer structure according to claim 1, characterized in that, The self-resetting energy dissipation unit includes two first inclined supports, two second inclined supports, and two second self-resetting dampers arranged symmetrically and corresponding to each other. One end of each first inclined support and one end of each second inclined support are hinged to the same pin to form a connection node. One end of each self-resetting damper is also hinged to the pin of the connection node. The other ends of the first inclined support, the second inclined support, and the second self-resetting damper are each hinged to the outrigger truss or mega-column.

3. The self-resetting high-layer structure according to claim 2, characterized in that, The other ends of the two first diagonal supports are hinged at the same height position of the mega-column, which is directly opposite the middle position of the end of the cantilever truss. The other ends of the two second diagonal supports are respectively hinged to the upper flange and lower flange of the end of the cantilever truss. The other ends of the two second self-resetting dampers are both hinged to the middle position of the end of the cantilever truss.

4. A self-resetting high-layer structure according to claim 2, characterized in that, The other ends of the two first diagonal supports are respectively hinged to two height positions on the mega-column near the upper and lower flanges of the outrigger truss. The other ends of the two second diagonal supports are hinged to the middle position of the end of the outrigger truss. The other ends of the two second self-resetting dampers are respectively hinged to the upper and lower flanges of the end of the outrigger truss.

5. A self-resetting high-layer structure according to claim 3 or 4, characterized in that, The displacement deformation amplification factor of the second self-resetting damper satisfies: in, f This is the displacement deformation amplification factor of the second self-resetting damper. θ 1 is the acute angle formed between the first diagonal support and the mega-column. θ 2 is the acute angle formed between the second diagonal support and the outrigger truss. θ 3 is the acute angle formed between the second self-resetting damper and the cantilever truss.

6. A self-resetting high-layer structure according to claim 2, characterized in that, The other ends of the two first diagonal supports are respectively hinged to two height positions on the mega-column near the upper and lower flanges of the outrigger truss. The other ends of the two second diagonal supports are respectively hinged to the middle position of the end of the outrigger truss. The other ends of the two second self-resetting dampers are hinged to the same height position on the mega-column, which is directly opposite the middle position of the end of the outrigger truss.

7. A self-resetting high-layer structure according to claim 2, characterized in that, The other ends of the two first diagonal braces are hinged at the same height position of the mega-column, which is directly opposite the middle position of the end of the cantilever truss. The other ends of the two second diagonal braces are hinged to the middle position of the end of the cantilever truss. The other ends of the two second self-resetting dampers are respectively hinged to two height positions on the mega-column near the upper and lower flanges of the cantilever truss.

8. A self-resetting high-layer structure according to claim 6 or 7, characterized in that, The displacement deformation amplification factor of the second self-resetting damper satisfies: In the formula, f This is the displacement deformation amplification factor of the second self-resetting damper. θ 1 is the acute angle formed between the first diagonal support and the mega-column. θ 2 is the acute angle formed between the second diagonal support and the outrigger truss. θ 3 is the acute angle formed between the second self-resetting damper and the mega-column.

9. A self-resetting high-layer structure according to claim 2, characterized in that, Side plates are horizontally arranged on the giant column near the two connecting nodes. One end of the side plate is connected to the giant column, and the other end is hinged to the corresponding connecting node.

10. A self-resetting high-layer structure according to claim 1, characterized in that, The steel base has wedge-shaped blocks on both sides, and the wedge-shaped blocks are connected to the building foundation.

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