A self-resetting shear wall with high deformation capacity and controllable stiffness after yielding and its working method

Abstract

This invention discloses a self-resetting shear wall with high deformation capacity and controllable post-yield stiffness, and its working method, belonging to the field of building energy dissipation and seismic resistance technology. It includes a shear wall body, with its bottom connected to the foundation. An energy dissipation device is installed between the foot of the shear wall and the foundation. A self-resetting device is installed throughout the shear wall body. The self-resetting device includes prestressed reinforcement, with a first anchorage at the top of the prestressed reinforcement, and a combined disc spring between the first anchorage and the top of the shear wall. This shear wall can serve as a high-ductility shear wall, or prestress can be applied to the prestressed reinforcement to form a self-resetting shear wall.

Description

Technical Field

[0001] This invention belongs to the field of building energy dissipation and seismic resistance technology, specifically relating to a self-resetting shear wall with high deformation capacity and controllable stiffness after yielding, and its working method. Background Technology

[0002] The statements herein provide only background information in relation to this invention and do not necessarily constitute prior art.

[0003] Currently, shear wall structures are widely used in high-rise buildings due to their wide applicability and good seismic performance.

[0004] Self-resetting shear walls based on prestressing technology have small residual deformation and strong damage control capabilities, making them an effective means to improve the seismic performance of building structures and achieve post-earthquake functional recovery. Traditional prestressed self-resetting shear walls mainly consist of an energy dissipation system and a prestressing system. Under earthquake action, the energy dissipation components yield and dissipate energy, while the prestressing tendons act as a self-resetting system to eliminate residual deformation. However, the inventors have found that this approach has the following problems: (1) Traditional self-resetting shear walls achieve complete self-resetting by high tensioning of the prestressing tendons. The high prestressing reset requirement leads to insufficient elastic deformation reserve of the reset system. Once the prestressing tendons yield and break, it can lead to the degradation of the structural stiffness and strength under the action of the main shock and aftershocks, increasing the risk of damage and collapse of the self-resetting structure. (2) Under earthquake action, when the energy dissipation components in the self-resetting shear wall yield, the lateral stiffness of the structure is significantly reduced, making it difficult to meet the stiffness requirements under a major earthquake, and making its lateral deformation mode susceptible to the adverse effects of higher-order modal effects. Summary of the Invention

[0005] To address the shortcomings of existing technologies, the purpose of this invention is to provide a self-resetting shear wall with high deformation capacity and controllable stiffness after yielding, as well as its working method. This self-resetting shear wall, through the cooperation of an energy dissipation device and a self-resetting device, can achieve seismic energy dissipation under different earthquake magnitudes and intensities at different stages, thereby improving the structural bearing capacity.

[0006] To achieve the above objectives, the present invention is implemented through the following technical solution:

[0007] In a first aspect, the present invention provides a self-resetting shear wall with high deformation capacity and controllable stiffness after yielding, comprising a shear wall body, the bottom of the shear wall body being connected to a foundation, an energy dissipation device being installed between the foot of the shear wall body and the foundation, and a self-resetting device being installed through the interior of the shear wall body; the self-resetting device comprises prestressed tendons, the prestressed tendons being vertically installed along the height direction of the wall body, the bottom of the prestressed tendons passing through the shear wall body and being anchored to the bottom surface of the foundation, the top of the prestressed tendons passing through the shear wall body and being anchored by a first anchor, and a combined disc spring being installed between the first anchor and the top of the shear wall body.

[0008] As a further technical solution, a second anchor is provided at the bottom of the prestressed tendon to anchor the prestressed tendon within the foundation.

[0009] As a further technical solution, a guide tube is also included. The guide tube is T-shaped, with the top horizontal part located at the top of the combined disc spring and the vertical part penetrating the interior of the combined disc spring. The bottom of the combined disc spring contacts the shear wall, and the prestressed reinforcement passes through the guide tube and is anchored by the first anchor.

[0010] As a further technical solution, both the shear wall and the foundation are provided with vertical through holes, through which the prestressed tendons pass.

[0011] As a further technical solution, multiple self-resetting devices are provided, and the multiple self-resetting devices are evenly distributed in the width direction of the shear wall.

[0012] As a further technical solution, the prestressed tendons are subjected to prestress.

[0013] As a further technical solution, a first groove is provided at the top of the shear wall for installing the disc spring and the first anchor; a second groove is provided at the bottom side of the shear wall for installing the energy dissipation device.

[0014] As a further technical solution, the second groove is symmetrically arranged on the bottom side of the shear wall.

[0015] As a further technical solution, when one of the self-resetting devices is installed, the prestressed tendons are inserted at the center of the shear wall.

[0016] Secondly, the present invention also provides a method for operating a self-resetting shear wall with high deformation capacity and controllable stiffness after yielding, as described above, comprising the following steps:

[0017] Under minor earthquakes, the self-resetting shear wall is in the elastic deformation stage. Under the action of prestress, the bottom surface of the wall is in close contact with the top surface of the foundation, and the lateral stiffness is the same as that of a traditional cast-in-place reinforced concrete shear wall. At this time, the lateral stiffness of the shear wall is the greatest.

[0018] The yielding of a shear wall occurs in two stages:

[0019] In the first stage, under moderate and major earthquakes, the gap between the shear wall and the foundation opens, the energy-dissipating components yield and dissipate energy, and the prestressing system eliminates residual deformation. The lateral stiffness in this stage is controlled by the combined disc spring-prestressed tendon series self-resetting device (stiffness is minimum in this stage), and the deformation capacity in this stage is the superposition of the deformation contributions of the combined disc spring and the high-strength prestressed tendon. In the second stage, under extreme earthquakes, the combined disc spring is flattened, and the lateral stiffness in this stage is provided by the prestressed tendon (stiffness is moderate in this stage). The deformation capacity in this stage is determined by the residual elastic deformation capacity of the high-strength prestressed tendon.

[0020] The beneficial effects of the present invention are as follows:

[0021] The high-deformation-capacity, yield-stiffness-controllable self-resetting shear wall of the present invention, under moderate and severe earthquakes, dissipates energy through the energy-dissipating structure at the base of the shear wall, provides lateral stiffness through a combined disc spring-prestressed tendon series self-resetting device, and provides sufficient lateral deformation capacity through the combined disc spring and prestressed tendon together; under extreme earthquakes, the combined disc spring flattens out, and the high-strength prestressed tendon continues to provide lateral stiffness and deformation capacity, forming a high-deformation-capacity, yield-stiffness-controllable self-resetting shear wall.

[0022] The high-deformation-capability, yield-stiffness-controllable self-resetting shear wall of the present invention, on the one hand, utilizes different series and parallel connection methods of disc springs to change the stiffness of the combined disc springs, thereby changing the stiffness of the combined disc spring-prestressed tendon series self-resetting device, thus controlling the lateral stiffness of the wall after the energy-dissipating structure yields and reducing the influence of higher-order modes; on the other hand, by changing the number of disc springs connected in series, the deformation capacity of the combined disc springs is controlled, thereby significantly improving the deformation capacity of the self-resetting system (combined disc spring-prestressed tendon series self-resetting device).

[0023] The high deformation capacity, yield stiffness controllable self-resetting shear wall of the present invention is designed to flatten the energy dissipation structure when it is subjected to large plastic deformation and faces a high risk of fatigue fracture by combining disc springs. At this time, the high-strength prestressed tendons provide lateral stiffness. Once the energy dissipation structure suffers fatigue fracture, the high-strength prestressed tendons can provide greater lateral stiffness, which can prevent the sudden reduction of the structural bearing capacity caused by the sudden fracture of the energy dissipation device. Attached Figure Description

[0024] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an improper limitation of the invention.

[0025] Figure 1 This is a schematic diagram of a self-resetting shear wall with high deformation capacity and controllable stiffness after yielding, according to one or more embodiments of the present invention.

[0026] Figure 2 This is a schematic diagram of the self-resetting device in its assembly state;

[0027] Figure 3 This is a schematic diagram of the guide tube;

[0028] Figure 4 This is a schematic diagram of the pad;

[0029] Figure 5 This is a schematic diagram of the anchorage;

[0030] Figure 6 This is a schematic diagram of the stress at different stages of the self-resetting shear wall with high deformation capacity and controllable stiffness after yielding, according to one or more embodiments of the present invention.

[0031] In the diagram: the spacing or dimensions between parts have been exaggerated to show their positions; the diagram is for illustrative purposes only.

[0032] Among them, 1 is the shear wall, 2 is the foundation, 3 is the energy dissipation device, 4 is the self-resetting device, 41 is the prestressed tendon, 42 is the anchor, 43 is the combined disc spring, 44 is the guide tube, and 45 is the pad. Detailed Implementation

[0033] It should be noted that the following detailed description is illustrative and intended to provide further explanation of the invention. Unless otherwise specified, all technical and scientific terms used in this invention have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0034] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of exemplary embodiments according to the invention. As used herein, unless otherwise expressly indicated by the invention, the singular form is also intended to include the plural form. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof.

[0035] For ease of description, the words "up," "down," "left," and "right" appearing in this invention only indicate that they are consistent with the up, down, left, and right directions of the accompanying drawings themselves, and do not limit the structure. They are merely for the purpose of facilitating the description of this invention and simplifying the description, and do not indicate or imply that the device or component 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 this invention.

[0036] Terminology Explanation: The terms "installation," "connection," "linking," and "fixing" appearing in this invention should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal connection of two components or the interaction relationship between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0037] In a typical embodiment of the present invention, such as Figure 1 As shown, a self-resetting shear wall with high deformation capacity and controllable post-yield stiffness is proposed. It includes a shear wall body 1, with its bottom connected to a foundation 2. An energy dissipation device 3 is installed between the foot of the shear wall body 1 and the foundation 2. A self-resetting device 4 is installed throughout the interior of the shear wall body 1. The foundation 2 can be a concrete foundation. Through the cooperation of the energy dissipation device and the self-resetting device, seismic energy dissipation can be achieved under different earthquake magnitudes and intensities at different stages, thereby improving the structural bearing capacity.

[0038] The shear wall 1 has an inverted U-shaped structure. A small groove is provided at the top of the shear wall 1 for installing the anchor 42, combined disc spring 43, guide tube 44, and pad 45 in the self-resetting device 4. A large groove is provided on the side of the bottom of the shear wall 1 for installing the energy dissipation device 3, such as... Figure 1 As shown, a groove is provided on the left side of the bottom of the shear wall 1, and an energy dissipation device 3 is installed in the groove. A groove is provided on the right side of the bottom of the shear wall 1, and an energy dissipation device 3 is installed in the groove. In order to ensure the uniformity of the force on the entire wall, the two energy dissipation devices 3 are symmetrically arranged with respect to the shear wall 1. The protruding part of the shear wall 1 between the two grooves is fixedly connected to the foundation 2.

[0039] Furthermore, the energy dissipation device 3 is a metal energy dissipation component, which can be a metal yield-type energy dissipation component, such as a buckling restraint brace, or a friction-type energy dissipation component, etc., without any restrictions.

[0040] Specifically, such as Figure 2As shown, the self-resetting device 4 includes a prestressed tendon 41, an anchor 42, a combined disc spring 43, a guide tube 44, and a pad 45. The prestressed tendon 41 is vertically arranged, with its bottom extending through the shear wall 1 into the wall 2 and anchored. The top of the prestressed tendon 41 extends through the shear wall 1, and an anchor 42 is installed at the top of the prestressed tendon 41 for anchoring. A combined disc spring 43 is installed between the anchor 42 and the top of the shear wall 1. Specifically, a pad 45 is installed at the top of the shear wall 1, and the combined disc spring 43... The bottom contacts the pad 45, and a guide tube 44 is provided on the top of the combined disc spring 43. The prestressed tendons pass through the guide tube 44 and are anchored by the anchor 42. The guide tube 44 mainly guides and directs the prestressed tendons 41. The present invention is designed so that when the energy dissipation structure suffers large plastic deformation and faces a high risk of fatigue fracture, the combined disc spring is flattened. At this time, the high-strength prestressed tendons provide lateral stiffness. Once the energy dissipation structure suffers fatigue fracture, the high-strength prestressed tendons can provide greater lateral stiffness, which can prevent the sudden reduction of the structural bearing capacity caused by the sudden fracture of the energy dissipation device.

[0041] Furthermore, such as Figure 3 As shown, the guide tube 44 is T-shaped, with the top horizontal part of the guide tube located at the top of the combined disc spring, and the vertical part penetrating the interior of the combined disc spring. The bottom of the combined disc spring contacts the shear wall, and the prestressed reinforcement passes through the guide tube and is anchored by the first anchor.

[0042] Furthermore, it should be noted that the deformation capacity and lateral stiffness of the wall after the metal energy-dissipating component yields can be controlled by adjusting the elasticity of the combined disc springs 43, as well as their series / parallel connection method and quantity. That is, the high deformation capacity, yield-stiffness controllable self-resetting shear wall of this invention, on the one hand, utilizes different series and parallel connection methods of the disc springs to change the stiffness of the combined disc springs 43, thereby changing the stiffness of the combined disc spring-high-strength prestressed tendon assembly, thus controlling the lateral stiffness of the wall after the energy-dissipating structure yields and reducing the influence of higher-order modes; on the other hand, the deformation capacity of the combined disc springs can also be controlled by changing the number of disc springs connected in series, thereby significantly improving the deformation capacity of the self-resetting system (combined disc spring-high-strength prestressed tendon assembly).

[0043] Furthermore, anchorages (not shown in the figure) are also provided at the bottom of the prestressed tendon 41 to anchor the prestressed tendon.

[0044] Furthermore, the prestressed tendons 41 pass through the shear wall 1 and the foundation 2 from top to bottom. Both the shear wall 1 and the foundation 2 are provided with vertical through holes, and the prestressed tendons 41 are provided through the vertical through holes of the shear wall 1 and the foundation 2.

[0045] Furthermore, the portion of the prestressed tendon 41 that extends through the top of the shear wall 1 is fixedly fitted with an anchor 42, and there is a gap between the anchor 42 and the top of the shear wall 1, in which the combined disc spring 43 is disposed.

[0046] Furthermore, one or more self-resetting devices 4 can be provided. When one self-resetting device 4 is provided, the prestressed tendons 41 of the self-resetting device 4 are inserted into the vertical through hole in the middle of the shear wall. When multiple self-resetting devices 4 are provided, the prestressed tendons 41 of the multiple self-resetting devices 4 are evenly distributed in the width direction of the shear wall 1. In this embodiment, one prestressed tendon 41 is provided, and the prestressed tendon 41 is inserted into the vertical through hole in the middle of the shear wall. When multiple self-resetting devices 4 are provided, the multiple evenly distributed prestressed tendons can further improve the overall seismic performance of the shear wall.

[0047] The high-deformation-capacity, self-resetting shear wall with controllable stiffness after yielding provided in this embodiment, under moderate and major earthquakes, dissipates energy through the energy-dissipating structure at the base of the shear wall, while lateral stiffness is provided by the combined disc spring-high-strength prestressed tendon series assembly, and sufficient lateral deformation capacity is provided by the combined disc spring and high-strength prestressed tendon together; under extremely severe earthquakes, the combined disc spring is flattened, and the high-strength prestressed tendon continues to provide lateral stiffness and deformation capacity, forming a high-deformation-capacity, self-resetting shear wall with controllable stiffness after yielding.

[0048] Specifically, the working principle or method of this shear wall is as follows:

[0049] Under minor earthquakes, the shear wall is in the elastic deformation stage, and its lateral stiffness is controlled by the energy dissipation device and the combined disc spring. At this time, the lateral stiffness of the shear wall is at its maximum.

[0050] The energy-dissipating yield of this shear wall occurs in two stages:

[0051] In the first stage, under moderate and major earthquakes, the energy dissipation devices at the foot of the shear wall yield and dissipate energy, the combined disc springs compress and deform, and the lateral stiffness is controlled by the combined disc springs. At this time, the lateral stiffness of the shear wall is at its minimum. In the second stage, under extremely severe earthquakes, the combined disc springs flatten, the prestressed tendons are activated, and the lateral stiffness of the structure is controlled by the prestressed tendons. At this time, the lateral stiffness of the shear wall is at its moderate level.

[0052] In the first stage described above, the stiffness of the combined disc springs can be changed by using different series and parallel connection methods of disc springs, thereby controlling the lateral stiffness of the wall after the metal energy dissipation component yields and reducing the influence of higher-order modes.

[0053] In the second stage described above, when the energy dissipation device suffers large plastic deformation and faces a high risk of fatigue fracture, the design combines disc springs to flatten it and activates the prestressed reinforcement. On the one hand, the significant increase in the lateral stiffness of the structure can reduce the lateral deformation of the structure, thereby reducing the plastic strain of the energy dissipation device and delaying the occurrence of fatigue fracture. On the other hand, once the energy dissipation device experiences fatigue fracture, the prestressed reinforcement will replace the energy dissipation device to provide lateral force, preventing a sudden decrease in the structural bearing capacity caused by the sudden fracture of the energy dissipation device. It plays a second line of defense during the earthquake resistance process, controlling wall deformation and protecting the wall from damage.

[0054] In this embodiment, the shear wall is a high-ductility shear wall, with high overall structural ductility and energy dissipation capacity.

[0055] In other embodiments, prestress is applied to the prestressed tendons 41 to form a self-resetting shear wall. Compared with other self-resetting shear walls, the self-resetting deformation range of the self-resetting shear wall can be doubled due to the cooperation of the prestressed tendons and the combined disc springs.

[0056] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A self-resetting shear wall with high deformation capacity and controllable stiffness after yielding, characterized in that, The structure includes a shear wall, the bottom of which is connected to the foundation. An energy dissipation device is installed between the foot of the shear wall and the foundation. A self-resetting device is installed through the interior of the shear wall. The self-resetting device includes prestressed tendons, which are vertically installed along the height of the wall. The bottom of the prestressed tendons passes through the shear wall and is anchored in the foundation. The top of the prestressed tendons passes through the shear wall and is anchored by a first anchor. A combined disc spring is installed between the first anchor and the top of the shear wall.

2. The self-resetting shear wall with high deformation capacity and controllable stiffness after yielding as described in claim 1, characterized in that, A second anchor is provided at the bottom of the prestressed tendon to anchor the prestressed tendon into the foundation.

3. The self-resetting shear wall with high deformation capacity and controllable stiffness after yielding as described in claim 2, characterized in that, It also includes a guide tube, which is T-shaped. The top horizontal part of the guide tube is located at the top of the combined disc spring, and the vertical part passes through the interior of the combined disc spring. The bottom of the combined disc spring contacts the shear wall. The prestressed reinforcement passes through the guide tube and is anchored by the first anchor.

4. The self-resetting shear wall with high deformation capacity and controllable stiffness after yielding as described in claim 1, characterized in that, Both the shear wall and the foundation are provided with vertical through holes, through which the prestressed tendons pass.

5. The self-resetting shear wall with high deformation capacity and controllable stiffness after yielding as described in claim 1, characterized in that, Multiple self-resetting devices are provided, and the multiple self-resetting devices are evenly distributed in the width direction of the shear wall.

6. The self-resetting shear wall with high deformation capacity and controllable stiffness after yielding as described in claim 1, characterized in that, The prestressed reinforcement is subjected to prestress.

7. The self-resetting shear wall with high deformation capacity and controllable stiffness after yielding as described in claim 1, characterized in that, The top of the shear wall is provided with a first groove for installing the combined disc spring and the first anchor; the bottom side of the shear wall is provided with a second groove for installing an energy dissipation device.

8. The self-resetting shear wall with high deformation capacity and controllable stiffness after yielding as described in claim 7, characterized in that, The second groove is symmetrically arranged on the bottom side of the shear wall.

9. The self-resetting shear wall with high deformation capacity and controllable stiffness after yielding as described in claim 1, characterized in that, When one of the self-resetting devices is installed, the prestressed tendons are inserted at the center of the shear wall.

10. The working method of the self-resetting shear wall with high deformation capacity and controllable stiffness after yielding as described in any one of claims 1-9, characterized in that, Includes the following steps: Under minor earthquakes, the self-resetting shear wall is in the elastic deformation stage. Under the action of prestress, the bottom surface of the wall is tightly attached to the top surface of the foundation, and the lateral stiffness is the same as that of a traditional cast-in-place reinforced concrete shear wall. At this time, the lateral stiffness of the shear wall is the maximum. The yielding of the shear wall is divided into two stages: In the first stage, under moderate and major earthquakes, the gap between the shear wall and the foundation opens, the energy-dissipating components yield and dissipate energy, and the prestressing system eliminates residual deformation. The lateral stiffness in this stage is controlled by the combined disc spring-prestressed tendon series assembly, and the deformation capacity in this stage is the superposition of the deformation contributions of the combined disc spring and the prestressed tendon. In the second stage, under extremely severe earthquakes, the combined disc spring is flattened. The lateral stiffness in this stage is provided by the prestressed tendon, and the deformation capacity in this stage is determined by the residual elastic deformation capacity of the prestressed tendon.

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