Large-stroke composite shear type wall toe damper with pre-pressing function

Abstract

A pre-pressing large-stroke composite shear type wall toe damper comprises a plurality of restraining plates A, restraining plates B and viscoelastic bodies which are arranged in parallel in a staggered mode, and the viscoelastic bodies are fixedly connected with the restraining plates A and the restraining plates B; pre-compression strain is applied to the viscoelastic body through the pre-tightening bolt, pressure stress is generated in the viscoelastic body, and the initial bearing capacity and damping force of the wall toe damper are improved; meanwhile, a lead rod is arranged among the restraining piece A, the restraining plate B and the viscoelastic body in a penetrating mode, and the initial bearing capacity and damping force of the wall toe damper are further improved; the large-stroke composite shear wall toe damper with the pre-pressing function has the advantages of being high in initial bearing capacity, capable of absorbing earthquake energy during small displacement, large in shear deformation range, capable of solving stress concentration at the corner of the shear wall toe and the like, and does not need to be replaced after an earthquake, so that the large-stroke composite shear wall toe damper with the pre-pressing function has extremely high application and popularization value in high-rise and super high-rise buildings.

Description

Technical Field

[0001] This utility model relates to the technical field of seismic damping devices for civil engineering structures, specifically to a preloaded, large-stroke composite shear damper for wall toe. Background Technology

[0002] Shear walls, as key lateral force-resisting components in high-rise and super high-rise buildings, play a decisive role in the overall structural stability and seismic performance. While traditional reinforced concrete shear walls provide significant lateral stiffness, under seismic loads, their toe region is highly susceptible to severe damage such as concrete crushing and steel yielding. This damage is often irreversible, difficult and costly to repair, and severely impacts the building's normal functionality and seismic resilience. Therefore, toe dampers are typically installed at the toe region of shear walls in high-rise and super high-rise buildings to dissipate seismic energy and protect the shear wall from seismic damage at the toe.

[0003] Currently, the main research direction for wall toe dampers is axial tension-compression type wall toe dampers. For example, the article "Experimental Study on Seismic Performance of Corrugated Steel Plate Concrete Composite Shear Wall with Replaceable Wall Toe Components" proposes a tension-compression type wall toe damper composed of corrugated steel plates and cross stiffening plates. This tension-compression type wall toe damper is a displacement damper, which has the advantage of providing additional stiffness and greater damping force to the building structure. However, it also has several disadvantages: First, the tension-compression type wall toe damper is a displacement damper, and it can only absorb seismic energy by utilizing the deformation of the metal material when a large deformation occurs. However, its maximum allowable deformation is relatively small, with a deformation rate of only 8-10% of the height of the tension-compression type wall toe damper. Therefore, it is very easy for excessive deformation to occur during an earthquake, causing structural damage. Moreover, during an earthquake, once the metal material of the tension-compression type wall toe damper deforms too much and causes structural damage, it will lose its normal working ability and will no longer be able to absorb seismic energy, thus causing serious damage to the shear wall structure during the earthquake, increasing the repair time of high-rise and super high-rise buildings after an earthquake. Second, tension-compression toe dampers mainly bear the tension and compressive stresses in the toe zone of shear walls. However, during an earthquake, the toe of a shear wall does not only experience tension and compressive stresses in the vertical direction, but also stresses in an approximately fan-shaped direction. Therefore, tension-compression toe dampers cannot well adapt to the stress distribution characteristics of the shear wall toe during an earthquake, and their ability to absorb seismic energy during actual operation will be greatly affected. Thus, their protection capability for shear wall structures is limited and further improvements are needed. Third, tension-compression dampers should be installed in the toe zone of shear walls. After the toe damper is installed, a localized area of ​​weakened strength will be formed at the bottom of the shear wall, especially at the right-angle corner of the upper part of the shear wall toe where stress concentration occurs. During an earthquake, even when the tension-compression type toe damper is in its elastic working phase (normal working condition), stress concentration at the corner of the shear wall toe will cause crack damage to the parent wall. However, due to the limitations of the working principle of the tension-compression type toe damper, its side structure can only be rectangular, so it is impossible to eliminate the stress concentration at the corner of the shear wall toe. As a result, there is currently no way to completely solve this problem.

[0004] The paper "Experimental study on mechanical properties of the hybrid leadviscoelastic damper" proposes a type of supported damper based on a combination of viscoelastic damping material and metal lead rod. This type of supported damper is often used in the support system of frame structures. It utilizes the staggered parallel arrangement of constraint steel plates and viscoelastic damping material, as well as the vertical arrangement of metal lead rod, to withstand horizontal reciprocating loads through the shear deformation of the viscoelastic damping material and metal lead rod. This supported damper utilizes the strength of metallic lead to provide initial stiffness, while leveraging the hyperelasticity of the viscoelastic damping material and the complete elastoplasticity and dynamic recrystallization ability of metallic lead to provide shear damping force. Its damping characteristics are related to both shear displacement and shear velocity, thus it can absorb the energy of tangential reciprocating loads at relatively small displacements and has a large shear deformation range, with shear strain reaching up to 350% of the viscoelastic layer thickness. However, in this supported damper, the initial stiffness is mainly provided by the strength of the metallic lead rod, while the damping force is provided by the shear deformation of the viscoelastic damping material and the metallic lead rod. Therefore, the initial load-bearing capacity and damping force of this supported damper are relatively low, especially the initial load-bearing capacity, which only reaches a maximum of 400-450 kN, significantly lower than the 650 kN initial load-bearing capacity of the tension-compression wall toe damper. When used as a shear wall toe damper, it cannot provide sufficient additional stiffness and greater damping force for the building structure, making it unsuitable for high-rise and super high-rise buildings.

[0005] Therefore, how to improve the initial bearing capacity and damping force of existing supported dampers, replace axial tension-compression wall toe dampers in high-rise and super high-rise buildings, and overcome the many problems existing in the practical application of existing axial tension-compression wall toe dampers is a technical problem that urgently needs to be solved. Utility Model Content

[0006] In order to overcome the shortcomings of the prior art, this utility model discloses a pre-loaded, large-stroke composite shear wall toe damper to solve the technical problem that the initial bearing capacity and damping force of the existing support type damper are too small, and it cannot replace the tension-compression type wall toe damper for use in high-rise and super high-rise buildings.

[0007] To achieve the aforementioned objective, this utility model adopts the following technical solution: It includes constraint A, constraint B, and a viscoelastic body; constraint A includes several parallel constraint plates A, and constraint B includes several parallel constraint plates B, with constraint plates A and B arranged alternately; several viscoelastic bodies are arranged in parallel, and these viscoelastic bodies are alternately arranged between constraint plates A and B, and are fixedly connected to constraint plates A and B; it also includes pre-tightening bolts and lead rods; several pre-tightening bolts are provided, passing sequentially through several constraint plates A, viscoelastic bodies, and constraint plates B, and are tightened by nuts to apply pre-pressure to the viscoelastic bodies; one or more lead rods are provided, passing through the constraint A, viscoelastic bodies, and constraint plates B.

[0008] Furthermore, the pre-compression strain amplitude of the viscoelastic is between 10-20%.

[0009] Furthermore, constraint plate A, constraint plate B, and viscoelastic body are all fan-shaped plates, and several parallel constraint plates A are fixedly connected to flat plate connecting plates A; several parallel constraint plates B are fixedly connected to arc-shaped connecting plates B.

[0010] Preferably, constraint plate A and constraint plate B are both rectangular plates; several parallel constraint plates A are fixedly connected to a flat plate connecting plate A; several parallel constraint plates B are fixedly connected to an angle steel connecting plate B.

[0011] Furthermore, bolt through holes are provided on constraint plate A, constraint plate B, and viscoelastic body, wherein the diameter of the bolt through hole on constraint plate A is smaller than the diameter of the bolt through hole on constraint plate B or viscoelastic body.

[0012] Furthermore, connecting plates A and B are equipped with anchor fasteners.

[0013] Preferably, connecting plate A is connected to connector A, and connecting plate B is connected to connector B; anchor fasteners are fixedly installed on connector A and connector B.

[0014] Due to the adoption of the above-described technical solution, this utility model has the following beneficial effects: The wall toe damper disclosed in this utility model, with preload and large stroke composite shear type, includes several parallel and staggered constraint plates A and B, and a viscoelastic body. The viscoelastic body is fixedly connected to constraint plates A and B. Pre-compression strain is applied to the viscoelastic body through pre-tightening bolts, causing compressive stress to be generated inside the viscoelastic body. Under the action of internal compressive stress, the viscoelastic body naturally exhibits greater rigidity, thereby improving the initial bearing capacity and damping force of the wall toe damper; simultaneously, in constraint plates A, One or more lead rods are installed between the constraint plate B and the viscoelastic body. The strength of the lead rods is used to further improve the initial bearing capacity and damping force of the wall toe damper, thereby solving the problems of insufficient initial bearing capacity and small damping force of the supported damper. This preloaded, large-stroke composite shear wall toe damper has many advantages, such as high initial bearing capacity, absorption of seismic energy at small displacements, large shear deformation range, and ability to solve stress concentration at the corner of the shear wall toe. Moreover, it does not need to be replaced after an earthquake, so it has extremely high application value in high-rise and super high-rise buildings. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of the preloaded, large-stroke composite shear damper for wall toe in Example 1.

[0016] Figure 2 This is an exploded view of the preloaded, large-stroke composite shear damper wall toe damper in Example 1.

[0017] Figure 3 This is a schematic diagram of the appearance of constraint component A in Embodiment 1;

[0018] Figure 4 This is a schematic diagram of the appearance of constraint component B in Embodiment 1;

[0019] Figure 5 This is a schematic diagram of the viscoelastic body in Example 1;

[0020] Figure 6 This is a front view of the preloaded, large-stroke composite shear damper for wall toe in Example 1.

[0021] Figure 7 This is a schematic diagram of the preloaded, large-stroke composite shear damper wall toe damper in use, as shown in Example 1.

[0022] Figure 8 This is a schematic diagram illustrating the connection and processing of the constraint plate and connecting plate in Example 1.

[0023] Figure 9 This is a schematic diagram of the preloaded, large-stroke composite shear damper for wall toe in Example 2.

[0024] Figure 10This is an exploded view of the preloaded, large-stroke composite shear damper wall toe damper in Example 2.

[0025] Figure 11 This is a schematic diagram of the appearance of constraint component A in Embodiment 2;

[0026] Figure 12 This is a schematic diagram of the appearance of constraint component B in Embodiment 2;

[0027] Figure 13 This is a schematic diagram of the appearance of connector A in Embodiment 2;

[0028] Figure 14 This is a schematic diagram of the appearance of connector B in Embodiment 2;

[0029] Figure 15 This is a schematic diagram of the preloaded, large-stroke composite shear damper wall toe damper in Example 2.

[0030] Figure 16 This is a schematic diagram of the preloaded, large-stroke composite shear damper for wall toe in Example 3.

[0031] Figure 17 This is a schematic diagram of the appearance of constraint component A in Embodiment 3;

[0032] Figure 18 This is a schematic diagram of the appearance of constraint component B in Embodiment 3;

[0033] Figure 19 This is a schematic diagram of the viscoelastic body in Example 3;

[0034] Figure 20 This is a schematic diagram of the appearance of connector B in Embodiment 3;

[0035] Figure 21 This is a schematic diagram of the preloaded, large-stroke composite shear damper wall toe damper in Example 3.

[0036] In the diagram: 1. Constraint A; 1.1. Connecting plate A; 1.1.1. Anchor fixing plate of connecting plate A; 1.2. Constraint plate A; 1.2.1. Lead rod hole A; 1.2.2. Bolt hole A; 2. Constraint B; 2.1. Connecting plate B; 2.1.1. Anchor fixing plate of connecting plate B; 2.2. Constraint plate B; 2.2.1. Lead rod hole B; 2.2.2. Bolt hole B; 3. Viscoelastic body; 3.1. Lead rod hole; 3.2. Bolt hole; 4. Lead rod; 5. Preload bolt; 6. Connecting component A; 6.1. Anchor fixing plate A; 7. Connecting component B; 7.1. Anchor fixing plate B; 7.2. Reinforcing plate of anchor fixing plate B; 8. Shear wall; 9. Frame beam. Detailed Implementation

[0037] The present invention will be explained in detail through the following embodiments. The purpose of disclosing the present invention is to protect all technical improvements within the scope of the present invention.

[0038] Example 1: A preloaded, large-stroke composite shear damper for wall toes (see attached instruction manual). Figure 1 , 2 : Including constraint A1, constraint B2, viscoelastic body 3, lead rod 4, and preload bolt 5;

[0039] See the instruction manual appendix Figure 3 The constraint component A1 includes four parallel fan-shaped constraint plates A1.2 and a connecting plate A1.1 welded to the lower part of the constraint plates A1.2; the constraint plate A1.2 has a lead rod hole A1.2.1 and four bolt holes A1.2.2; the connecting plate A1.1 has a connecting plate A anchor fixing plate 1.1.1 welded to the lower part of the connecting plate A1.1.

[0040] See the instruction manual appendix Figure 4 The constraint component B2 includes three parallel fan-shaped constraint plates B2.2. An arc-shaped connecting plate B2.1 is welded to the outer arc of the constraint plate B2.2. The constraint plate B2.2 has a lead rod hole B2.2.1 and four bolt holes B2.2.2. The diameter of the lead rod hole B2.2.1 is equal to that of the lead rod hole A1.2.1, and the diameter of the bolt holes B2.2.2 is larger than that of the bolt holes A1.2.2. This prevents the constraint plate B2.2 from interfering with the pre-tightening bolt 5 when the constraint plate B2.2 moves relative to the constraint plate A1.2. The connecting plate B2.1 has a connecting plate B anchor fixing plate 2.1.1 welded to its outer arc surface.

[0041] See the instruction manual appendix Figure 5 The viscoelastic body 3 is a fan-shaped plate with six pieces arranged in parallel. The viscoelastic body 3 has a lead rod hole 3.1 and four bolt holes 3.2 passing through it. The diameter of the lead rod hole 3.1 is equal to that of the lead rod hole A1.2.1. The diameter of the bolt holes 3.2 is equal to that of the bolt holes A1.2.2 or equal to that of the bolt holes B2.2.2.

[0042] See the instruction manual appendix Figure 6 The constraint plate A1.2, viscoelastic body 3, and constraint plate B2.2 are arranged in parallel and staggered manner. The two sides of the viscoelastic body 3 are fixedly connected to one side of the constraint plate A1.2 and constraint plate B2.2 respectively. The pre-tightening bolts 5 pass through bolt holes A1.2.2, bolt hole 3.2, and bolt hole B2.2.2 in sequence and are locked by nuts to apply pre-compression strain to the viscoelastic body 3. The pre-compression strain value of the viscoelastic body 3 is controlled between 10-20%, preferably 15%. The lead rod 4 is installed through lead rod holes A1.2.1, lead rod holes 3.1, and lead rod holes B2.2.1 between the constraint member A1, constraint plate B2.2, and viscoelastic body 3.

[0043] The following is a supplementary explanation: In the pre-compressed, large-stroke composite shear damper of this patent application, the technical effects of adding the lead rod 4 and applying pre-compression strain to the viscoelastic body 3 are threefold: 1. It increases the initial bearing capacity of the damper; 2. It has a better effect on absorbing seismic energy; 3. It prevents the damper from deforming and failing during earthquakes. The specific details are as follows:

[0044] 1. Compared to the viscoelastic material 3, the lead rod 4 has higher strength, thus improving the initial bearing capacity of the damper. In the background section, the supported damper, due to the inherent properties of the viscoelastic material 3, still has a limited initial bearing capacity (400-450kN) even after adding the lead rod 4. This is significantly lower than the initial bearing capacity (650kN) of the tension-compression type wall toe damper, failing to fully meet the high stress requirements of the shear wall toe. However, after applying pre-compression strain to the viscoelastic material 3, it enters a compressive stress state, exhibiting greater rigidity under this internal compressive stress, thereby improving the initial bearing capacity and damping force of the damper. By adding the lead rod 4 and applying pre-compression strain to the viscoelastic material 3, the initial bearing capacity of the damper reaches or exceeds the initial bearing capacity (650kN) of the tension-compression type wall toe damper. This invention overcomes the problem of insufficient initial bearing capacity of the supported damper mentioned in the background technology, enabling it to be used as a wall toe damper in high-rise or super high-rise buildings. Furthermore, while increasing the shear modulus of the viscoelastic body 3 can directly improve the initial bearing capacity and damping force of the wall toe damper to a certain extent, excessively high shear modulus can cause the viscoelastic body 3 to easily fail under large deformation. However, by using a viscoelastic body 3 with a lower shear modulus and applying a preload to deform it, the initial bearing capacity and damping force of the wall toe damper are improved while the viscoelastic body 3 still retains the ability to withstand large deformations. This allows the wall toe damper to maintain normal operation within a shear deformation range of 350% of the viscoelastic layer thickness, a significant improvement compared to the 8-10% maximum allowable deformation of existing tension-compression wall toe dampers.

[0045] 2. Metallic lead possesses perfect elasticity, plasticity, and dynamic recrystallization properties. Lead rods can absorb seismic energy even with minor plastic deformation, resulting in good seismic energy absorption. The pre-compressed, large-stroke composite shear damper's structure is a composite damper combining a viscoelastic body 3 and a metallic lead rod. Its damping characteristics are related to both shear displacement and shear velocity, allowing it to absorb seismic energy even at relatively small displacements. Furthermore, the storage modulus of the viscoelastic body 3 increases by 15%-30% during shear deformation under internal compressive stress, further improving its seismic energy absorption. Therefore, by combining the pre-compressive strain of the lead rod and the viscoelastic body 3, the seismic energy absorption effect of the toe damper is enhanced.

[0046] 3. The perfect elasticity and dynamic recrystallization properties of metallic lead allow it to recover its original state from microstructural damage at room temperature. Therefore, there is no problem of excessive deformation and structural damage caused by metal wall toe dampers. In addition, viscoelastic body 3 can still maintain normal operation within a large shear deformation range (shear strain 350%). Therefore, no structural damage will occur during an earthquake. It can always maintain the function of absorbing seismic energy, which greatly reduces the damage to shear wall structures in earthquakes and significantly reduces the repair costs of high-rise and super high-rise buildings after earthquakes.

[0047] It should be noted that the preloaded, large-stroke composite shear damper structure of this patent application, because its working principle utilizes the shear deformation of the viscoelastic body 3 and the lead rod 4 to absorb seismic energy, allows the constraint member A1 and constraint member B2 to withstand shear stress from any direction. This solves the problem that tension-compression type wall toe dampers cannot adapt well to the stress distribution at the toe of the shear wall during an earthquake, thus affecting the absorption of seismic energy during operation. Furthermore, the side structure of the preloaded, large-stroke composite shear damper can be designed in a fan shape, i.e., the connecting plate B2.1 is arc-shaped. When it is fixedly installed at the toe of the shear wall, it eliminates the stress concentration phenomenon at the right-angle corner of the upper part of the shear wall toe, thereby solving the problem that cracks easily occur at the stress concentration point of the shear wall toe during an earthquake.

[0048] See the instruction manual appendix Figure 7In this embodiment, the preloaded, large-stroke composite shear damper is fixedly installed at the toe of the shear wall 8. The connecting plate B2 and the anchor fixing plate 2.1.1 of the constraint member B2 are embedded in the shear wall 8, and the connecting plate A1 and the anchor fixing plate 1.1.1 of the constraint member A1 are embedded in the frame beam 9, thus achieving the fixed installation of the wall toe damper at the toe of the shear wall. During an earthquake, the stress in any direction of the shear wall, in an approximately fan shape, is transmitted to the constraint plate B2.2 through the arc-shaped connecting plate B2.1, thereby driving the viscoelastic body 3 and the lead rod 4 to produce shear deformation in the same direction as the applied force, absorbing the earthquake stress. Energy is provided to prevent severe structural damage to shear wall 8; the arc-shaped connecting plate B2.1 allows the wall toe damper to fully adapt to the stress characteristics of the shear wall toe during an earthquake. Simultaneously, the geometric profile of the arc-shaped connecting plate B2.1 precisely matches the stress distribution at the shear wall toe, eliminating stress concentration at the corner of the shear wall toe. Furthermore, the connecting plate B2.1's anchor fixing plate 2.1.1 provides a constraint effect on the weakened area of ​​the wall toe, further improving the structural stability of the shear wall toe. In this embodiment, the preloaded, large-stroke composite shear wall toe damper does not require replacement after an earthquake.

[0049] In this embodiment, depending on the actual application needs, the constraint plate A1.2 can be set to three pieces, the constraint plate B2.2 to two pieces, and the corresponding viscoelastic body 3 to four pieces.

[0050] In this embodiment, the method for applying preload to the viscoelastic body 3 using a preloaded large-stroke composite shear wall-toe damper is described below (see appendix to the instruction manual). Figure 8 In constraint A1, the bottom of constraint plate A1.2 is provided with a mortise, and the connecting plate A1.1 is provided with a series of tenons; in constraint B2, the arc surface of constraint plate B2.2 is provided with a mortise, and the arc surface of connecting plate B2.1 is provided with a series of tenons.

[0051] The specific process is as follows:

[0052] S1. Viscoelastic material 3 processing: First, the formulation of viscoelastic material 3 is designed. After plasticizing and mixing, it is cut into sheet form using a tableting process.

[0053] S2, Viscoelastic Body 3 vulcanization: The constraint plate A1.2, viscoelastic body 3, and constraint part B2 are stacked and then placed in a vulcanization molding mold for vulcanization treatment. The temperature is controlled at different stages of the vulcanization process.

[0054] S3. Pretreatment of viscoelastic material 3 after vulcanization: After vulcanization, remove it from the vulcanization molding mold and remove excess viscoelastic material from the lead rod hole and bolt hole by drilling (if the diameter of the bolt hole 3.2 of viscoelastic material 3 is larger than the diameter of the bolt hole A1.2.2 of the constraint plate A1.2, the excess viscoelastic material needs to be removed by grooving tool).

[0055] S4. Pre-compression of viscoelastic body 3: Pre-tightening bolts 5 are inserted through the bolt holes of constraint plate A1.2, viscoelastic body 3, and constraint member B2, and tightened with nuts to apply pre-compression to viscoelastic body 3 until the pre-compression strain value of viscoelastic body 3 reaches 15%. The calculation formula is: f = (T0 - T1) / T0, where f is the pre-compression strain value, T0 is the thickness of viscoelastic body 3 before pre-compression, and T1 is the thickness of viscoelastic body 3 after pre-compression. For example, if the thickness of viscoelastic body 3 before pre-compression is 35mm, and the set pre-compression strain value is 15%, the thickness of viscoelastic body 3 after pre-compression can be calculated to be 29.75mm according to the pre-compression strain value calculation formula.

[0056] S5. Installation of lead rod 4: Use a hydraulic press or pneumatic press to press lead rod 4 into the lead rod hole;

[0057] S6. Welding of connecting plates: Assemble constraint plate A1.2 and connecting plate A1.1 into place using mortise and tenon joints, and assemble constraint plate B2.2 and connecting plate B2.1 into place using mortise and tenon joints. Then weld from the outside of connecting plate A1.1 and connecting plate B2.1 to connect constraint plate A1.2 and connecting plate A1.1 and constraint plate B2.2 and connecting plate B2.1 into one piece.

[0058] S7. Welding of anchor plates: Anchor plate 1.1.1 of connecting plate A is set on the outer side of connecting plate A1.1, and anchor plate 2.1.1 of connecting plate B is set on the outer arc surface of connecting plate B2.1. Welding is performed to weld anchor plate 1.1.1 of connecting plate A1.1 and anchor plate 2.1.1 of connecting plate B2.1 to connecting plate B2.1 into one piece;

[0059] Before the vulcanization treatment of viscoelastic material 3 in step S2, in order to increase the adhesion between viscoelastic material 3 and constraint plates A1.2 and B2.2, the two sides of constraint plates A1.2 and B2.2 need to be sandblasted and cleaned. During the welding process in steps S6 and S7, a cooling device needs to be inserted in the space between adjacent constraint plates A1.2 and B2.2 to cool them and prevent the properties of viscoelastic material 3 from changing due to the high temperature of welding.

[0060] Example 2: A preloaded, large-stroke composite shear damper for wall toes (see attached instruction manual). Figure 9 , 10 Includes constraint A1, constraint B2, viscoelastic body 3, lead rod 4, preload bolt 5, connector A6, connector B7;

[0061] See the instruction manual appendix Figure 11The constraint component A1 includes four parallel fan-shaped constraint plates A1.2 and a connecting plate A1.1 welded to the lower part of the constraint plates A1.2. Compared with the first embodiment, the connecting plate A1.1 in this embodiment does not have a connecting plate A1.1 anchor plate 1.1.1 at the lower part, and the connecting plate A1.1 is fixedly connected to the connecting component A6 by bolts.

[0062] See the instruction manual appendix Figure 12 The constraint component B2 includes three parallel fan-shaped constraint plates B2.2, and an arc-shaped connecting plate B2.1 is welded to the outer arc of the constraint plate B2.2. Compared with the first embodiment, the connecting plate B2.1 in this embodiment does not have a connecting plate B anchor plate 2.1.1 on its outer arc surface, and the connecting plate B2.1 is fixedly connected to the connector B7 by bolts.

[0063] See the instruction manual appendix Figure 13 The connector A6 is flat, and a foot fixing plate A6.1 is provided at the bottom of the connector A6;

[0064] See the instruction manual appendix Figure 14 The connector B7 is an arc-shaped plate, and a foot fixing plate B7.1 is provided on the outer circumference of the connector B7;

[0065] See the instruction manual appendix Figure 15 In this embodiment, the preloaded, large-stroke composite shear damper is fixedly installed at the toe of the shear wall 8. The anchor plate B7.1 of connector B7 is embedded in the shear wall 8, and the anchor plate A6.1 of connector A6 is embedded in the frame beam 9. The connecting plate B2.1 of constraint B2 is fixedly connected to connector B7 by bolts, and the connecting plate A1.1 of constraint A1 is fixedly connected to connector A6 by bolts, thus achieving the fixed installation of the toe damper at the toe of the shear wall. During an earthquake, the stress in any direction of the shear wall, in an approximately fan shape, is transmitted to the constraint plate B2.2 through the arc-shaped connector B7 and connecting plate B2.1, thereby driving the viscoelastic body 3 and the lead rod 4 to generate... The shear deformation in the same direction as the force absorbs seismic energy and prevents severe structural damage to the shear wall 8. The arc-shaped connector B7 and connecting plate B2.1 allow the wall toe damper to fully adapt to the stress characteristics of the shear wall toe during an earthquake. At the same time, the geometric contour of the arc-shaped connector B7 can precisely match the stress distribution of the shear wall toe, eliminating stress concentration at the corner of the shear wall toe. Furthermore, the anchor plate B7.1 of the connector B7 forms a constraint effect on the weakened area of ​​the wall toe, further improving the structural stability of the shear wall toe. In this embodiment, the pre-loaded large-stroke composite shear wall toe damper can be replaced if the viscoelastic body 3 shows signs of aging during long-term use.

[0066] In this embodiment, the method of applying preload to the viscoelastic body 3 by the preloaded large-stroke composite shear wall toe damper is basically the same as in Embodiment 1, except that the step of welding the foot fixing plate in S7 is omitted.

[0067] Example 3: See the appendix to the instruction manual. Figure 16 Includes constraint A1, constraint B2, viscoelastic body 3, lead rod 4, preload bolt 5, connector A6, connector B7;

[0068] See the instruction manual appendix Figure 17 , 18 19: Constraint plate A1.2, viscoelastic body 3, and constraint plate B2.2 are all rectangular plates;

[0069] In this embodiment, the structure of connector A6 is the same as in embodiment two;

[0070] See the instruction manual appendix Figure 18 , 20 In this embodiment, the connecting plate B2.1 and the connector B7 are in the shape of angle steel. After the angle steel-shaped connecting plate B2.1 is welded to the rectangular constraint plate B2.2, it forms an integral rectangular structure. Anchor fixing plates B7.1 are provided on the outer side of the angle steel-shaped connector B7. The two anchor fixing plates B7.1 are connected by anchor fixing plate B reinforcing plate 7.2. In addition, in this embodiment, the number of lead rods 4 is increased to four. The changes in the shape of the constraint plate A1.2, viscoelastic body 3 and constraint plate B2.2 increase the area of ​​viscoelastic body 3. At the same time, the increase in the number of lead rods 4 can further increase the initial bearing capacity and damping force of the wall toe damper.

[0071] See the instruction manual appendix Figure 21 In this embodiment, when the preloaded large-stroke composite shear wall toe damper is used, the anchor plate B7.1 and the reinforcing plate 7.2 of the anchor plate B7 are embedded in the shear wall 8, the anchor plate A6.1 of the connector A6 is embedded in the frame beam 9, the connecting plate B2.1 of the constraint B2 is fixedly connected to the connector B7 by bolts, and the connecting plate A1.1 of the constraint A1 is fixedly connected to the connector A6 by bolts, so as to achieve the fixed setting of the wall toe damper at the wall toe of the shear wall;

[0072] In this embodiment, although the side structure of the preloaded large-stroke composite shear wall toe damper is designed as rectangular, after the connecting plate B2.1 and the connecting member B7 are fixedly connected by bolts, the constraint member B2 and the connecting member B7 form an integral rectangular structure. In addition, the anchor fixing plate B7.1 and the reinforcing plate 7.2 welded to the outside of the connecting member B7 give the integral rectangular structure after the constraint member B2 and the connecting member B7 a very high structural strength. When the integral rectangular structure after the constraint member B2 and the connecting member B7 are set at the shear wall toe, it has actually become part of the shear wall toe structure. It not only strengthens the structural strength at the shear wall toe, but also completely eliminates the stress concentration problem at the corner of the shear wall toe when using a tension-compression type wall toe damper. In addition, the connecting member B7, through the anchor fixing plate B7.1 and the anchor fixing plate B7.2 pre-embedded in the shear wall 8, forms a constraint effect on the weakened area of ​​the wall toe, further improving the structural stability of the shear wall toe.

[0073] In this embodiment, the preloaded, large-stroke composite shear damper for wall toe ensures that any stress in the shear wall in an approximately fan-shaped direction is transmitted to the sides of the connecting plate B2.1 through the sides of the connecting member B7. Therefore, even if the side structure of the wall toe damper in this embodiment adopts a rectangular design, it can fully adapt to the stress characteristics of the shear wall toe during an earthquake. The stress of the shear wall is ultimately transmitted to the restraint plate B2.2, which in turn drives the viscoelastic body 3 and the lead rod 4 to produce shear deformation in the same direction as the stress, absorbing seismic energy and preventing serious structural damage to the shear wall 8.

[0074] The method of applying preload to the viscoelastic body 3 by the preloaded large-stroke composite shear wall toe damper in this embodiment is basically the same as that in embodiment two. The difference is that in the constraint member B2, the adjacent two sides of the constraint plate B2.2 are provided with interconnected mortises, and the two right-angle plates of the connecting plate B2.1 are provided with interconnected tenons. The constraint plate B2.2 and the connecting plate B2.1 are assembled into place by the mortises and tenons and are fixedly connected by welding.

[0075] In this embodiment, the preloaded large-stroke composite shear damper can be replaced if the viscoelastic body 3 shows signs of aging during long-term use.

[0076] It should be understood that this solution is not limited to the specific embodiments described above. Devices and structures not described in detail herein should be understood as being implemented in a manner common to the art. Any person skilled in the art can make many possible variations and modifications to this solution, or modify it into equivalent embodiments, without departing from the scope of this solution, using the methods and techniques disclosed above. This does not affect the substantive content of this solution. Therefore, any simple modifications, equivalent changes, and alterations made to the above embodiments based on the technical essence of this solution, without departing from its scope, still fall within the protection scope of this solution.

[0077] The parts of this utility model not described in detail are existing technologies.

Claims

1. A preloaded, large-stroke composite shear damper for wall toes, comprising a constraint A (1), a constraint B (2), and a viscoelastic body (3); the constraint A (1) comprises several parallel constraint plates A (1.2), and the constraint B (2) comprises several parallel constraint plates B (2.2), with the constraint plates A (1.2) and B (2.2) staggered; several viscoelastic bodies (3) are arranged in parallel, with the viscoelastic bodies (3) staggered between the constraint plates A (1.2) and B (2.2), and fixedly connected to the constraint plates A (1.2) and B (2.2); characterized in that: It also includes preload bolts (5) and lead rods (4); there are several preload bolts (5), which pass through several constraint plates A (1.2), viscoelastic body (3) and constraint plate B (2.2) in sequence, and apply preload to viscoelastic body (3) by locking with nuts; there is one or more lead rods (4), which are installed through the constraint A (1), viscoelastic body (3) and constraint plate B (2.2).

2. The preloaded, large-stroke composite shear damper for wall toe as described in claim 1, characterized in that: The pre-compression strain amplitude of viscoelastic (3) is between 10-20%.

3. The preloaded, large-stroke composite shear damper for wall toe as described in claim 1, characterized in that: Constraint plate A (1.2) and constraint plate B (2.2) are fan-shaped plates; several parallel constraint plates A (1.2) are fixedly connected to a flat plate connecting plate A (1.1); several parallel constraint plates B (2.2) are fixedly connected to an arc-shaped connecting plate B (2.1).

4. The preloaded, large-stroke composite shear damper for wall toe as described in claim 1, characterized in that: Constraint plate A (1.2) and constraint plate B (2.2) are rectangular plates; several parallel constraint plates A (1.2) are fixedly connected to a flat plate connecting plate A (1.1); several parallel constraint plates B (2.2) are fixedly connected to an angle steel connecting plate B (2.1).

5. The preloaded, large-stroke composite shear damper for wall toe as described in claim 1, characterized in that: Bolt through holes are provided on constraint plate A (1.2), constraint plate B (2.2), and viscoelastic body (3), wherein the diameter of the bolt through hole on constraint plate A (1.2) is smaller than the diameter of the bolt through hole on constraint plate B (2.2) or viscoelastic body (3).

6. The preloaded, large-stroke composite shear damper for wall toe as described in claim 3 or 4, characterized in that: Anchor fasteners are provided on connecting plate A (1.1) and connecting plate B (2.1).

7. The preloaded, large-stroke composite shear damper for wall toe as described in claim 3 or 4, characterized in that: Connecting plate A (1.1) is connected to connector A (6), and connecting plate B (2.1) is connected to connector B (7); anchor fasteners are fixedly installed on connector A (6) and connector B (7).

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