Composite wall toe damper with pre-compression strain and production method
By adopting a precompressed strain composite structure in the wall toe damper, including precompressed viscoelastomer and lead rod, the problem of insufficient initial bearing capacity and damping force of existing dampers is solved, and the seismic performance improvement of high-rise and super-high-rise buildings is achieved, and the problem of stress concentration at the corners of the shear wall wall toe is eliminated.
Patent Information
- Application Number
- CN202510576203.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-05-06
- Publication Date
- 2025-06-20
AI Technical Summary
The initial bearing capacity and damping force of existing support dampers are relatively small, which cannot replace the axial tension-type wall-toe dampers used in high-rise and super-high-rise buildings, and cannot effectively solve the problem of stress concentration at the corners of shear wall wall-toe.
A composite wall toe damper with precompression strain is adopted, including restraint A, restraint B, viscoelastomer and lead rod. Precompression strain is applied to the viscoelastomer through preload bolts, and lead rods are provided through the constraint A, restraint plate B, and viscoelastomer to improve the initial bearing capacity and damping force.
The initial bearing capacity and damping force of the wall toe damper are improved, and the seismic energy can be absorbed at small displacements, with a large shear deformation range, solving the problem of stress concentration at the corners of the wall toe of the shear wall and no replacement is required after the earthquake.
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Figure CN120175003A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to the technical field of seismic shock absorption devices for civil engineering structures, and particularly relates to a pre-compressed strain composite wall toe damper and a production method thereof. Background Art
[0002] As a key lateral force resisting member in high-rise and super high-rise buildings, shear walls play a decisive role in the overall stability and seismic performance of the structure. Although traditional reinforced concrete shear walls can provide a large lateral stiffness, under seismic action, serious structural damages such as concrete crushing and steel bar yielding are likely to occur in the bottom wall toe area of the shear wall, and this kind of damage is often irreversible, with great repair difficulty and high cost, seriously affecting the normal use function and seismic resilience of the building. Therefore, wall toe dampers are usually installed in the wall toe area at the bottom of shear walls in high-rise and super high-rise buildings to dissipate seismic energy, so as to protect the shear wall from seismic damage at the wall toe part.
[0003] At present, the main research direction of the wall toe damper is the axial tension-compression type wall toe damper. For example, in the article "Experimental Study on the Seismic Performance of the Composite Shear Wall with Corrugated Steel Plate and Replaceable Wall Toe Member", a tension-compression type wall toe damper composed of corrugated steel plate and cross stiffening plate was proposed. This tension-compression type wall toe damper is a displacement type damper, and its advantages are that it can provide additional stiffness and greater damping force for the building structure. However, it also has the following many disadvantages: First, the tension-compression type wall toe damper is a displacement type damper. It must undergo large deformations to absorb seismic energy by using the deformation of metal materials. However, the maximum allowable deformation is relatively small, and the deformation rate is only 8-10% of the height of the tension-compression type wall toe damper. Therefore, it is extremely easy to cause excessive deformation and structural damage during an earthquake. 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 cannot absorb seismic energy anymore, which will further cause serious damage to the shear wall structure during an earthquake and increase the repair cost of high-rise and super high-rise buildings after an earthquake. Second, the tension-compression type wall toe damper mainly bears the tensile and compressive stresses in the wall toe area of the shear wall. However, when an earthquake occurs, the wall toe of the shear wall does not only have tensile and compressive stresses in the vertical direction, but any stress in an approximately fan-shaped direction. Therefore, the tension-compression type wall toe damper cannot well adapt to the stress distribution characteristics of the wall toe of the shear wall during an earthquake, and its ability to absorb seismic energy during actual operation will be greatly affected. Therefore, its ability to protect the shear wall structure is limited and further improvement is needed. Third, after setting the tension-compression type wall toe damper in the wall toe area of the shear wall, a local strength weakening area will be formed at the bottom of the shear wall. Especially, there is a stress concentration phenomenon at the right-angle corner above the wall toe of the shear wall. During an earthquake, even when the tension-compression type wall toe damper is in the elastic working stage (normal working), cracks and damages will occur in the mother wall due to the stress concentration at the corner of the wall toe of the shear wall. However, due to the limitation of the working principle of the tension-compression type wall toe damper, its side structure can only be rectangular. Therefore, the stress concentration phenomenon at the corner of the wall toe of the shear wall cannot be eliminated, and there is currently no method to completely solve this problem.
[0004] In the article "Experimental study on mechanical properties of the hybrid leadviscoelastic damper", a support-type damper based on a combination of viscoelastic damping material and metal lead rod is proposed. This support-type damper is often used in the support system of frame structures. It utilizes the staggered parallel arrangement of constraint steel plates and viscoelastic damping materials, and the vertical arrangement of metal lead rods to withstand horizontal reciprocating loads through the shear deformation of viscoelastic damping materials and metal lead rods. The support-type damper uses the strength of the metal lead material to provide a certain initial stiffness, and uses the superelasticity of the viscoelastic damping material and the complete elastic-plasticity and dynamic recrystallization ability of the metal lead material to provide shear damping force. Its damping characteristics are related to both the shear displacement and the shear velocity. Therefore, it can absorb the energy of the tangential reciprocating load at a relatively small displacement, and has a large shear deformation range, with the shear strain being up to 350% of the thickness of the viscoelastic layer. However, in the support-type damper, it mainly uses the strength of the metal lead rod to provide initial stiffness, and uses the shear deformation of the viscoelastic damping material and the metal lead rod to provide damping force. Therefore, the initial bearing capacity and damping force of the support-type damper are both relatively low, especially the initial bearing capacity is only up to 400-450kN, which is still a large gap compared to the initial bearing capacity of 650kN of the tension-compression wall toe damper. When it is used as a shear wall toe damper, it cannot provide sufficient additional stiffness and greater damping force for the building structure, resulting in its inability to be used in high-rise and super-high-rise buildings.
[0005] Therefore, how to improve the initial bearing capacity and damping force of the existing support-type damper, replace the axial tension-compression type wall toe damper with it and apply it to high-rise and super-high-rise buildings, and overcome the many problems existing in the actual application of the existing axial tension-compression type wall toe damper, is a technical problem that needs to be solved urgently. Summary of the invention
[0006] In order to overcome the deficiencies in the background technology, the present invention discloses a composite wall toe damper with pre-compression strain to solve the technical problem that the initial bearing capacity and damping force of the existing support type damper are relatively small and cannot replace the tension-compression type wall toe damper for application in high-rise and super-high-rise buildings.
[0007] To achieve the above-mentioned invention object, the present invention adopts the following technical solutions: A pre-compressed strain composite wall toe damper, comprising a restraint member A, a restraint member B, and a viscoelastic body; the restraint member A includes a plurality of restraint plates A arranged in parallel, the restraint member B includes a plurality of restraint plates B arranged in parallel, and the restraint plates A and the restraint plates B are arranged alternately; a plurality of viscoelastic bodies are arranged in parallel, and the plurality of viscoelastic bodies are arranged alternately between the restraint plates A and the restraint plates B; the restraint plates A and the restraint plates B are in a fan-shaped plate shape, or the restraint plates A and the restraint plates B are in a rectangular plate shape; a pre-tightening bolt is used to apply pressure to the restraint plates A and the restraint plates B to cause the viscoelastic body to generate pre-compressed strain; more than one lead bar is arranged through the restraint member A, the restraint plate B, and the viscoelastic body.
[0008] Further, the amplitude of the pre-compressed strain of the viscoelastic body is between 10% and 20%.
[0009] Further, a flat connecting plate A is fixedly connected to the plurality of restraint plates A arranged in parallel; an arc-shaped connecting plate B is fixedly connected to the plurality of restraint plates B arranged in parallel.
[0010] Further, a flat connecting plate A is fixedly connected to the plurality of restraint plates A arranged in parallel; an angle steel-shaped connecting plate B is fixedly connected to the plurality of restraint plates B arranged in parallel.
[0011] Further, bolt through holes are provided on the restraint plates A, the restraint plates B, and the viscoelastic body, and the diameter of the bolt through holes on the restraint plates A is smaller than the diameter of the bolt through holes on the restraint plates B or the viscoelastic body.
[0012] Further, floor fixing members are provided on the connecting plates A and the connecting plates B.
[0013] Preferably, the connecting plate A is connected with a connecting member A, and the connecting plate B is connected with a connecting member B; floor fixing members are fixedly provided on the connecting member A and the connecting member B.
[0014] A production method of a pre-compressed strain composite wall toe damper, the specific production process includes the following steps: S1. Processing of the viscoelastic body: First, the ratio design of the viscoelastic body is carried out, and after plasticizing and mixing, it is cut into sheet-shaped viscoelastic bodies by a tablet pressing process; S2. Vulcanization of the viscoelastic body: The restraint plates A, the viscoelastic body, and the restraint member B are stacked and then placed in a vulcanization molding die for vulcanization treatment; S3. Vulcanization of the viscoelastic body: The restraint plates A, the viscoelastic body, and the restraint member B are stacked and then placed in a vulcanization molding die for vulcanization treatment to fixedly connect the restraint plates A, the viscoelastic body, and the restraint member B; S4. Pre-compression of the viscoelastic body: insert the pre-tightening bolts through the bolt holes of the constraint plate A, the viscoelastic body, and the constraint part B, and apply pre-compression to the viscoelastic body by tightening the nuts until the pre-compression strain value of the viscoelastic body reaches 10-20%; the pre-compression strain value calculation formula is: f=(T0-T1) / T0, where f is the pre-compression strain value, T0 is the thickness of the viscoelastic body before pre-compression, and T1 is the thickness of the viscoelastic body after pre-compression; S5. Installation of the lead rod: Use pressure equipment to press the lead rod into the lead rod hole of the constraint member A, the constraint plate B, and the viscoelastic body; S6. Connecting plate welding: Assemble the constraint plate A and connecting plate A into place through the mortise and tenon, and assemble the constraint plate B and connecting plate B into place through the mortise and tenon, and then weld from the outside of connecting plates A and B to weld the constraint plate A and connecting plate A, and the constraint plate B and connecting plate B into one.
[0015] Furthermore, before the vulcanization treatment of the viscoelastic body in step S2, the plate surfaces on both sides of the constraint plate A and the constraint plate B need to be sandblasted and cleaned.
[0016] Furthermore, during the welding process in step S6, a cooling device is inserted into the space between adjacent constraint plates A and constraint plates B to cool the constraint plates A and constraint plates B.
[0017] Due to the adoption of the technical scheme as described above, the present invention has the following beneficial effects: a composite wall toe damper with pre-compression strain disclosed by the present invention comprises a plurality of parallel and staggered constraint plates A, constraint plates B, and viscoelastic bodies, the viscoelastic body is fixedly connected to the constraint plates A and B, a pre-compression strain is applied to the viscoelastic body by means of pre-tightening bolts, so that compressive stress is generated inside the viscoelastic body, and the viscoelastic body naturally exhibits greater rigidity under the action of the internal compressive stress, thereby improving the initial bearing capacity and damping force of the wall toe damper; at the same time, one or more lead rods are arranged through the constraint members A, the constraint plates B, and the viscoelastic body, and the initial bearing capacity and damping force of the wall toe damper are further improved by utilizing the strength of the lead rods, thereby solving the problem of insufficient initial bearing capacity and small damping force of the support type damper; the composite wall toe damper with pre-compression strain has many advantages such as high initial bearing capacity, absorption of seismic energy at small displacement, large shear deformation range, and ability to solve stress concentration at the toe corner of the shear wall, and does not need to be replaced after an earthquake, so it has extremely high promotion and application value in high-rise and super-high-rise buildings. BRIEF DESCRIPTION OF THE DRAWINGS
[0018] Figure 1 This is a schematic diagram of the appearance of a composite wall toe damper with pre-compression strain according to the first embodiment; Figure 2 It is a schematic diagram of the structural decomposition of the composite wall toe damper with pre-compression strain according to the first embodiment; Figure 3 Schematic diagram of the appearance of the restraint member A in Embodiment 1; Figure 4 Schematic diagram of the appearance of the restraint member B in Embodiment 1; Figure 5 Schematic diagram of the appearance of the viscoelastic body in Embodiment 1; Figure 6 Front view of the pre-compressed strain composite wall toe damper in Embodiment 1; Figure 7 Schematic diagram of the usage state of the pre-compressed strain composite wall toe damper in Embodiment 1; Figure 8 Schematic diagram for the connection processing description of the restraint plate and the connection plate in Embodiment 1; Figure 9 Schematic diagram of the appearance of the pre-compressed strain composite wall toe damper in Embodiment 2; Figure 10 Exploded view of the structure of the pre-compressed strain composite wall toe damper in Embodiment 2; Figure 11 Schematic diagram of the appearance of the restraint member A in Embodiment 2; Figure 12 Schematic diagram of the appearance of the restraint member B in Embodiment 2; Figure 13 Schematic diagram of the appearance of the connecting member A in Embodiment 2; Figure 14 Schematic diagram of the appearance of the connecting member B in Embodiment 2; Figure 15 Schematic diagram of the usage state of the pre-compressed strain composite wall toe damper in Embodiment 2; Figure 16 Schematic diagram of the appearance of the pre-compressed strain composite wall toe damper in Embodiment 3; Figure 17 Schematic diagram of the appearance of the restraint member A in Embodiment 3; Figure 18 Schematic diagram of the appearance of the restraint member B in Embodiment 3; Figure 19 Schematic diagram of the appearance of the viscoelastic body in Embodiment 3; Figure 20 Schematic diagram of the appearance of the connecting member B in Embodiment 3; Figure 21 Schematic diagram of the usage state of the pre-compressed strain composite wall toe damper in Embodiment 3.
[0019] In the figure: 1. Restraint A; 1.1 Connecting plate A; 1.1.1 Anchor plate of connecting plate A; 1.2 Restraint plate A; 1.2.1 Lead bar hole A; 1.2.2 Bolt hole A; 2. Restraint B; 2.1 Connecting plate B; 2.1.1 Anchor plate of connecting plate B; 2.2 Restraint plate B; 2.2.1 Lead bar hole B; 2.2.2 Bolt hole B; 3. Viscoelastic body; 3.1 Lead bar hole; 3.2 Bolt hole; 4. Lead bar; 5. Pre-tightening bolt; 6. Connector A; 6.1 Anchor plate A; 7. Connector B: 7.1 Anchor plate B; 7.2 Reinforcement plate of anchor plate B; 8. Shear wall; 9. Frame beam. Detailed implementation mode
[0020] The present invention can be explained in detail through the following embodiments, and the purpose of disclosing the present invention is to protect all technical improvements within the scope of the present invention. Embodiment 1:
[0021] A pre-compressed strain composite wall toe damper, see the attached Figure 1 , 2 : It includes restraint A 1, restraint B 2, viscoelastic body 3, lead bar 4, and pre-tightening bolt 5; See the attached Figure 3 : Restraint A 1 includes four fan-shaped plate-like restraint plates A 1.2 arranged in parallel, and a connecting plate A 1.1 welded to the lower part of the restraint plate A 1.2; a lead bar hole A 1.2.1 and four bolt holes A 1.2.2 penetrate through the restraint plate A 1.2; an anchor plate of connecting plate A 1.1.1 is welded to the lower part of the connecting plate A 1.1; See the attached Figure 4 : Restraint B 2 includes three fan-shaped plate-like restraint plates B 2.2 arranged in parallel, and an arc-shaped connecting plate B 2.1 is welded to the outer arc of the restraint plate B 2.2; a lead bar hole B 2.2.1 and four bolt holes B 2.2.2 penetrate through the restraint plate B 2.2, the diameter of the lead bar hole B 2.2.1 is equal to that of the lead bar hole A 1.2.1, the diameter of the bolt hole B 2.2.2 is larger than that of the bolt hole A 1.2.2, when the restraint plate B 2.2 undergoes relative displacement relative to the restraint plate A 1.2, it is avoided that the restraint plate B 2.2 interferes with the pre-tightening bolt 5; an anchor plate of connecting plate B 2.1.1 is welded to the outer arc surface of the connecting plate B 2.1; See the attached Figure 5 : The viscoelastic body 3 is fan-shaped plate-like, six pieces are arranged in parallel, and a lead bar hole 3.1 and four bolt holes 3.2 penetrate through the viscoelastic body 3; the diameter of the lead bar hole 3.1 is equal to that of the lead bar hole A 1.2.1; the diameter of the bolt hole 3.2 is equal to that of the bolt hole A 1.2.2, or equal to that of the bolt hole B 2.2.2; See the attachedFigure 6 : The restraint plate A1.2, the viscoelastic body 3, and the restraint plate B2.2 are arranged in parallel and staggered. The two side surfaces of the viscoelastic body 3 are respectively fixedly connected to one side surface of the restraint plate A1.2 and the restraint plate B2.2. The pre-tightening bolt 5 sequentially passes through the bolt hole A1.2.2, the bolt hole 3.2, and the bolt hole B2.2.2 and is locked by a nut to apply a pre-compressive strain to the viscoelastic body 3. The pre-compressive strain value of the viscoelastic body 3 is controlled between 10% and 20%, preferably 15%. The lead bar 4 is arranged through the lead bar hole A1.2.1, the lead bar hole 3.1, and the lead bar hole B2.2.1 between the restraint member A1, the restraint plate B2.2, and the viscoelastic body 3.
[0022] It should be added that in the pre-compressive strain composite wall toe damper of this patent application, there are three technical effects of adding the lead bar 4 and applying the pre-compressive strain to the viscoelastic body 3: 1. Improve the initial bearing capacity of the wall toe damper; 2. Have a better effect of absorbing seismic energy; 3. Avoid deformation and failure of the wall toe damper during an earthquake; the following is a specific description: 1. Compared with the viscoelastic body 3, the lead bar 4 itself has a higher strength, so it can improve the initial bearing capacity of the damper; in the support type damper mentioned in the background technology, due to the material characteristics of the viscoelastic body 3 itself, even after adding the lead bar 4, the initial bearing capacity it can reach is still limited (400 - 450 kN), and there is still a certain gap compared with the initial bearing capacity of the tension-compression type wall toe damper (650 kN), which cannot fully meet the high stress requirements of the shear wall wall toe; however, after applying the pre-compressive strain to the viscoelastic body 3, the viscoelastic body 3 is in a compressive stress state inside, and the viscoelastic body 3 shows greater rigidity under the action of the internal compressive stress, thereby improving the initial bearing capacity and damping force of the damper; by adding the lead bar 4 and applying the pre-compressive strain to the viscoelastic body 3, the initial bearing capacity of the damper reaches or exceeds the initial bearing capacity of the tension-compression type wall toe damper (650 kN), overcoming the problem of insufficient initial bearing capacity of the support type damper mentioned in the background technology, so that it can be used as a wall toe damper in high-rise or super high-rise buildings; in addition, it should be noted that by increasing the shear modulus of the viscoelastic body 3, the initial bearing capacity and damping force of the wall toe damper can be directly improved to a certain extent, but if the shear modulus of the viscoelastic body 3 is too high, when the wall toe damper bears a large deformation, the viscoelastic body 3 is prone to shear failure and damage; while using a viscoelastic body 3 with a lower shear modulus and then applying the method of pre-pressure load deformation, while improving the initial bearing capacity and damping force of the wall toe damper, the viscoelastic body 3 still has the ability to bear a large deformation, so that the wall toe damper can work normally within the shear deformation range of 350% of the viscoelastic layer thickness, which is a significant improvement compared with the maximum deformation amount of 8 - 10% allowed by the existing tension-compression type wall toe damper; 2. Metallic lead has the properties of perfect elastoplasticity and dynamic recrystallization. The lead rod can absorb seismic energy when undergoing minor plastic deformation, so the effect of absorbing seismic energy is relatively good. The self-structure of the composite wall toe damper with pre-compressed strain is a composite damper composed of a viscoelastic body 3 and a metallic lead rod. Its damping characteristics are related to both shear displacement and shear velocity, and it can absorb seismic energy at relatively small displacements. In addition, when there is compressive stress inside the viscoelastic body 3, the storage modulus during its shear deformation will increase by 15% - 30%, further improving the effect of absorbing seismic energy. Therefore, by combining the pre-compressed strain of the lead rod and the viscoelastic body 3, the effect of the wall toe damper in absorbing seismic energy is better. 3. The perfect elastoplasticity and dynamic recrystallization properties of metallic lead enable it to self-recover the damage of its microstructure at normal temperature and return to its original state. Therefore, there is no problem of structural damage caused by excessive deformation of the metallic wall toe damper. Coupled with the fact that the viscoelastic body 3 can still work normally within a relatively large shear deformation range (shear strain of 350%), no structural damage will occur during an earthquake, and it can always maintain the function of absorbing seismic energy, greatly reducing the damage degree of the shear wall structure during an earthquake and significantly reducing the repair cost of high-rise and super-high-rise buildings after an earthquake. It should be specifically noted that: for the structure of the composite wall toe damper with pre-compressed strain in this patent application, since its working principle is to use the shear deformation of the viscoelastic body 3 and the lead rod 4 to absorb seismic energy, the shear stress from any direction can be borne between the restraint A1 and the restraint B2, thus solving the problem that the tension-compression type wall toe damper cannot well adapt to the stress distribution of the shear wall wall toe during an earthquake and affecting the absorption of seismic energy when the wall toe damper works. At the same time, the side structure of the composite wall toe damper with pre-compressed strain can be designed as a sector, that is, the structure of the connecting plate B2.1 is arc-shaped. When it is fixedly installed at the shear wall wall toe, the stress concentration phenomenon existing at the upper right-angle corner of the shear wall wall toe is eliminated, thus solving the problem that cracks are likely to occur at the stress concentration area of the shear wall wall toe corner during an earthquake. See the attached drawings of the specification Figure 7: When the pre-compressed strain composite wall toe damper of this embodiment is in use, it is fixedly arranged at the wall toe of the shear wall 8. The connecting plate B base fixing plate 2.1.1 of the restraint B2 is embedded in the shear wall 8, and the connecting plate A base fixing plate 1.1.1 of the restraint A1 is embedded in the frame beam 9, so as to realize the fixed arrangement of the wall toe damper at the wall toe of the shear wall; during an earthquake, the stress of the shear wall in any direction in an approximate fan shape is transmitted to the restraint plate B2.2 through the arc-shaped connecting plate B2.1, and then drives the viscoelastic body 3 and the lead rod 4 to generate shear deformation in the same direction as the stress direction, absorbs seismic energy, and prevents the shear wall 8 from suffering serious structural damage; the arc-shaped connecting plate B2.1 can enable the wall toe damper to fully adapt to the stress characteristics of the wall toe of the shear wall during an earthquake. At the same time, the geometric profile of the arc-shaped connecting plate B2.1 can accurately fit the stress distribution of the wall toe of the shear wall, eliminating the stress concentration phenomenon at the corner of the wall toe of the shear wall, and the connecting plate B base fixing plate 2.1.1 of the connecting plate B2.1 forms a restraint effect on the weakened area of the wall toe, further improving the structural stability of the wall toe of the shear wall; the pre-compressed strain composite wall toe damper in this embodiment does not need to be replaced after an earthquake; In this embodiment, according to actual application needs, the restraint plate A1.2 can also be set to three pieces, the restraint plate B2.2 can be set to two pieces, and the corresponding viscoelastic body 3 can be set to four pieces.
[0023] In this embodiment, the production method of the pre-compressed strain composite wall toe damper is described as follows. See the attached Figure 8 : In the restraint A1, a mortise head is provided at the bottom of the restraint plate A1.2, and tenon grooves are arranged in an array on the connecting plate A1.1; in the restraint B2, a mortise head is provided on the arc surface of the restraint plate B2.2, and tenon grooves are arranged in an array on the arc surface of the connecting plate B2.1; The specific production process is as follows: S1. Processing of the viscoelastic body 3: First, the formulation design of the viscoelastic body 3 is carried out. After plasticizing and mixing, the viscoelastic body 3 is cut into sheets by a tablet pressing process; S2. Vulcanization of the viscoelastic body 3: The restraint plate A1.2, the viscoelastic body 3, and the restraint B2 are stacked and then placed in a vulcanization molding die for vulcanization treatment. The temperature is controlled at different stages during the vulcanization process; S3. Pretreatment after vulcanization of the viscoelastic body 3: After vulcanization, it is taken out from the vulcanization molding die, and the redundant viscoelastic body material in the lead rod hole and the bolt hole is removed by drilling (if the diameter of the bolt hole 3.2 of the viscoelastic body 3 is larger than the diameter of the bolt hole A1.2.2 of the restraint plate A1.2, a grooving tool is needed to remove the redundant viscoelastic body material); S4. Preloading of the viscoelastic body 3: Insert a pre-tightening bolt 5 through the bolt through-holes of the restraint plate A1.2, the viscoelastic body 3, and the restraint member B2, and lock it with a nut to apply pre-compression to the viscoelastic body 3 until the pre-compression strain value of the 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 the viscoelastic body 3 before preloading, and T1 is the thickness of the viscoelastic body 3 after preloading. For example, when the thickness of the viscoelastic body 3 before preloading is 35 mm and the set pre-compression strain value is 15%, the thickness of the viscoelastic body 3 after preloading can be calculated as 29.75 mm according to the pre-compression strain value calculation formula. S5. Installation of the lead bar 4: Press the lead bar 4 into the lead bar hole using a hydraulic press or a pneumatic press. S6. Welding of the connecting plates: Assemble the restraint plate A1.2 and the connecting plate A1.1 in place through the cooperation of the mortise and tenon groove, and assemble the restraint plate B2.2 and the connecting plate B2.1 in place through the cooperation of the mortise and tenon groove. Then, perform welding from the outside of the connecting plate A1.1 and the connecting plate B2.1 to weld the restraint plate A1.2 and the connecting plate A1.1, and the restraint plate B2.2 and the connecting plate B2.1 into one body. S7. Welding of the anchor base plates: The anchor base plate 1.1.1 of the connecting plate A is arranged on the outer side surface of the connecting plate A1.1, and the anchor base plate 2.1.1 of the connecting plate B is arranged on the outer arc surface of the connecting plate B2.1. Perform welding to weld the anchor base plate 1.1.1 of the connecting plate A and the connecting plate A1.1, and the anchor base plate 2.1.1 of the connecting plate B and the connecting plate B2.1 into one body. Before the vulcanization treatment of the viscoelastic body 3 in step S2, to increase the bonding ability between the viscoelastic body 3 and the restraint plate A1.2 and the restraint plate B2.2, the two side plates of the restraint plate A1.2 and the restraint plate B2.2 need to be sandblasted and cleaned. During the welding processes in steps S6 and S7, a cooling device needs to be inserted into the space between the adjacent restraint plate A1.2 and the restraint plate B2.2 to cool the restraint plate A1.2 and the restraint plate B2.2 to prevent the viscoelastic body 3 from changing its properties due to the influence of the welding high temperature.
[0024] Embodiment 2: A pre-compressed strain composite wall toe damper. Refer to the attached Figure 9 、 10 : It includes a restraint member A1, a restraint member B2, a viscoelastic body 3, a lead bar 4, a pre-tightening bolt 5, a connecting member A6, and a connecting member B7. Refer to the attached Figure 11: The restraint member A1 includes four sector plate-shaped restraint plates A1.2 arranged in parallel, and a connecting plate A1.1 welded to the lower part of the restraint plate A1.2; compared with the first embodiment, the connecting plate A1.1 of this embodiment does not have a connecting plate A floor fixing plate 1.1.1 at the lower part, and the connecting plate A1.1 is fixedly connected to the connecting member A6 by bolts; See the attached drawings of the specification Figure 12 : The restraint member B2 includes three sector plate-shaped restraint plates B2.2 arranged in parallel, and an arc-shaped connecting plate B2.1 is welded at the outer arc of the restraint plate B2.2; compared with the first embodiment, the connecting plate B2.1 of this embodiment does not have a connecting plate B floor fixing plate 2.1.1 on the outer arc surface, and the connecting plate B2.1 is fixedly connected to the connecting member B7 by bolts; See the attached drawings of the specification Figure 13 : The connecting member A6 is in the shape of a flat plate, and a floor fixing plate A6.1 is provided at the lower part of the connecting member A6; See the attached drawings of the specification Figure 14 : The connecting member B7 is in the shape of an arc plate, and a floor fixing plate B7.1 is provided on the outer circumferential surface of the connecting member B7; See the attached drawings of the specification Figure 15 : When the pre-compressed strain composite wall toe damper of this embodiment is in use, it is fixedly arranged at the wall toe of the shear wall 8. The floor fixing plate B7.1 of the connecting member B7 is embedded in the shear wall 8, and the floor fixing plate A6.1 of the connecting member A6 is embedded in the frame beam 9. The connecting plate B2.1 of the restraint member B2 is fixedly connected to the connecting member B7 by bolts, and the connecting plate A1.1 of the restraint member A1 is fixedly connected to the connecting member A6 by bolts, realizing the fixed arrangement of the wall toe damper at the wall toe of the shear wall; during an earthquake, the stress of the shear wall in any direction approximately in the shape of a sector is transmitted to the restraint plate B2.2 through the arc-shaped connecting member B7 and the connecting plate B2.1, and then drives the viscoelastic body 3 and the lead bar 4 to generate shear deformation in the same direction as the stress direction, absorbing earthquake energy and preventing the shear wall 8 from suffering serious structural damage; the arc-shaped connecting member B7 and the connecting plate B2.1 can enable 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 profile of the arc-shaped connecting member B7 can precisely fit the stress distribution of the shear wall toe, eliminating the stress concentration phenomenon at the corner of the shear wall toe, and the floor fixing plate B7.1 of the connecting member 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, if the viscoelastic body 3 shows aging during the long-term use of the pre-compressed strain composite wall toe damper, it can be replaced.
[0025] In this embodiment, the production method of the pre-compressed strain composite wall toe damper is different from that of the first embodiment, and the step of welding the S7 floor fixing plate is omitted.
[0026] Embodiment Three: See the attached drawings of the specificationFigure 16 : It includes a restraint member A1, a restraint member B2, a viscoelastic body 3, a lead bar 4, a pre-tightening bolt 5, a connecting member A6, and a connecting member B7; Refer to the attached instruction manual Figure 17 , 18 , 19: The restraint plate A1.2, the viscoelastic body 3, and the restraint plate B2.2 are all rectangular plates; In this embodiment, the structure of the connecting member A6 is the same as that in the second embodiment; Refer to the attached instruction manual Figure 18 , 20 : In this embodiment, the connecting plate B2.1 and the connecting member B7 are in the shape of angle steel. After the angle steel-shaped connecting plate B2.1 is welded to the rectangular restraint plate B2.2, a whole rectangular structure is formed; anchor base fixing plates B7.1 are arranged on the outer sides of the angle steel-shaped connecting member B7, and the two anchor base fixing plates B7.1 are connected by an anchor base fixing plate B reinforcing plate 7.2; in addition, the number of lead bars 4 in this embodiment is increased to four; the change in the shapes of the above-mentioned restraint plate A1.2, the viscoelastic body 3, and the restraint plate B2.2 increases the area of the viscoelastic body 3, and at the same time, the increase in the number of lead bars 4 can further increase the initial bearing capacity and damping force of the wall toe damper; Refer to the attached instruction manual Figure 21 : When the pre-compressed strain composite wall toe damper of this embodiment is in use, the anchor base fixing plates B7.1 and the anchor base fixing plate B reinforcing plate 7.2 of the connecting member B7 are embedded in the shear wall 8, the anchor base fixing plate A6.1 of the connecting member A6 is embedded in the frame beam 9, the connecting plate B2.1 of the restraint member B2 is fixedly connected to the connecting member B7 by bolts, and the connecting plate A1.1 of the restraint member A1 is fixedly connected to the connecting member A6 by bolts, so as to realize the fixed setting of the wall toe damper at the wall toe of the shear wall; In this embodiment, although the side structure of the pre-compressed strain composite wall toe damper is designed as a rectangle, after the connecting plate B2.1 and the connecting member B7 are fixedly connected by bolts, a whole rectangular structure is formed between the restraint member B2 and the connecting member B7. Coupled with the anchor base fixing plates B7.1 and the reinforcing plate 7.2 welded on the outside of the connecting member B7, the whole rectangular structure formed after the connection between the restraint member B2 and the connecting member B7 has very high structural strength; when the whole rectangular structure formed after the connection between the restraint member B2 and the connecting member B7 is arranged at the wall toe of the shear wall, it has actually become a part of the shear wall wall toe structure, not only strengthening the structural strength of the shear wall wall toe, but also completely eliminating the stress concentration problem at the corner of the shear wall wall toe when using a tension-compression type wall toe damper; in addition, the connecting member B7 forms a restraint effect on the wall toe weakening area through the anchor base fixing plates B7.1 and the anchor base fixing plate B reinforcing plate 7.2 embedded in the shear wall 8, further improving the structural stability of the shear wall wall toe; In an earthquake, for the pre-compressed strain composite wall toe damper of this embodiment, any stress in the shear wall in an approximately fan-shaped direction is transmitted to the two side edges of the connecting plate B2.1 through the two side edges of the connecting piece B7. Therefore, even if the side structure of the wall toe damper of 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 finally transmitted to the restraint plate B2.2, which in turn drives the viscoelastic body 3 and the lead rod 4 to generate shear deformation in the same direction as the stress, absorb seismic energy, and prevent the shear wall 8 from suffering serious structural damage.
[0027] The production method of the pre-compressed strain composite wall toe damper of this embodiment is basically the same as that of the second embodiment, except that in the restraint member B2, rabbets connected to each other are arranged in parallel arrays on two adjacent sides of the restraint plate B2.2, and mortises communicating with each other are arranged in parallel arrays on the two right-angle plates of the connecting plate B2.1. The restraint plate B2.2 and the connecting plate B2.1 are assembled in place through the cooperation of the rabbets and the mortises, and are fixedly connected by welding.
[0028] In the long-term use process of the pre-compressed strain composite wall toe damper in this embodiment, if the viscoelastic body 3 shows signs of aging, it can be replaced.
[0029] It should be understood that the present solution is not limited to the above specific embodiments. The equipment and structures not described in detail should be understood to be implemented in a common manner in the art; any person skilled in the art can, without departing from the scope of the technical solution of the present solution, make many possible changes and modifications to the technical solution of the present solution by using the methods and technical contents disclosed above, or modify it into an equivalent embodiment with equivalent changes, which does not affect the essence of the present solution. Therefore, any simple modification, equivalent change, and modification made to the above embodiments based on the technical essence of the present solution without departing from the content of the technical solution of the present solution still fall within the scope of protection of the technical solution of the present solution.
[0030] The parts not detailed in the present invention are prior art.
Claims
1. A composite wall toe damper with pre-compression strain, comprising a constraint member A (1), a constraint member B (2), and a viscoelastic body (3); the constraint member A (1) comprises a plurality of constraint plates A (1.2) arranged in parallel, the constraint member B (2) comprises a plurality of constraint plates B (2.2) arranged in parallel, the constraint plates A (1.2) and the constraint plates B (2.2) being arranged alternately; a plurality of viscoelastic bodies (3) are arranged in parallel, and the plurality of viscoelastic bodies (3) are arranged alternately between the constraint plates A (1.2) and the constraint plates B (2.2); the characteristics are: The constraint plate A (1.2) and the constraint plate B (2.2) are fan-shaped plates, or the constraint plate A (1.2) and the constraint plate B (2.2) are rectangular plates; pressure is applied to the constraint plate A (1.2) and the constraint plate B (2.2) by means of a pre-tightening bolt (5), so that the viscoelastic body (3) generates a pre-compression strain; and one or more lead rods (4) are provided through the constraint member A (1), the constraint plate B (2.2) and the viscoelastic body (3).
2. The composite wall toe damper with pre-compression strain according to claim 1 is characterized in that: The pre-compression strain amplitude of the viscoelastic body (3) is between 10-20%.
3. The composite wall toe damper with pre-compression strain according to claim 1 is characterized in that: A plurality of parallel constraint plates A (1.2) are fixedly connected to a flat connecting plate A (1.1); and a plurality of parallel constraint plates B (2.2) are fixedly connected to an arc-shaped connecting plate B (2.1).
4. The composite wall toe damper with pre-compression strain according to claim 1 is characterized in that: A plurality of parallel constraint plates A (1.2) are fixedly connected to a flat plate-shaped connecting plate A (1.1); and a plurality of parallel constraint plates B (2.2) are fixedly connected to an angle steel-shaped connecting plate B (2.1).
5. The composite wall toe damper with pre-compression strain according to claim 1 is characterized in that: Bolt through holes are provided on the constraint plate A (1.2), the constraint plate B (2.2) and the viscoelastic body (3), wherein the diameter of the bolt through hole on the constraint plate A (1.2) is smaller than the diameter of the bolt through hole on the constraint plate B (2.2) or the viscoelastic body (3).
6. The composite wall toe damper with pre-compression strain according to claim 3 or 4, characterized in that: Anchor fixings are provided on the connecting plate A (1.1) and the connecting plate B (2.1).
7. The composite wall toe damper with pre-compression strain according to claim 3 or 4, characterized in that: The connecting plate A (1.1) is connected to a connecting piece A (6), and the connecting plate B (2.1) is connected to a connecting piece B (7); and anchor fixing pieces are fixedly provided on the connecting piece A (6) and the connecting piece B (7).
8. A method for producing a composite wall toe damper with pre-compression strain according to claim 3 or 4, characterized in that: The specific production process includes the following steps: S1. Processing of the viscoelastic body (3): firstly, the ratio of the viscoelastic body (3) is designed, and after plasticizing and mixing, the viscoelastic body (3) is cut into sheets by a sheeting process; S2, vulcanization of the viscoelastic body (3): stacking the constraint plate A (1.2), the viscoelastic body (3), and the constraint member B (2), and then placing them in a vulcanization molding mold for vulcanization treatment, so that the constraint plate A (1.2), the viscoelastic body (3), and the constraint member B (2) are fixedly connected; S3, pretreatment of the viscoelastic body (3) after vulcanization: after the vulcanization is completed, the viscoelastic body (3) is taken out from the vulcanization molding mold, and the excess viscoelastic body (3) material in the lead rod hole (3.1) and the bolt hole (3.2) is removed by drilling; or the excess viscoelastic body (3) material in the lead rod hole (3.1) is removed by drilling, and the excess viscoelastic body (3) material in the bolt hole (3.2) is removed by a grooving knife; S4. Pre-stressing the viscoelastic body (3): insert the pre-tightening bolt (5) through the bolt through-holes of the constraint plate A (1.2), the viscoelastic body (3) and the constraint member B (2), and apply pre-compression to the viscoelastic body (3) by tightening the nut until the pre-compression strain value of the viscoelastic body (3) reaches 10-20%; the pre-compression strain value calculation formula is: f=(T0-T1) / T0, where f is the pre-compression strain value, T0 is the thickness of the viscoelastic body (3) before pre-compression, and T1 is the thickness of the viscoelastic body (3) after pre-compression; S5. Installation of the lead rod (4): using a pressure device to press the lead rod (4) into the lead rod holes of the constraint member A (1), the constraint plate B (2.2), and the viscoelastic body (3); S6. Connecting plate welding: The constraint plate A (1.2) and the connecting plate A (1.1) are assembled in place by means of mortise and tenon joints, and the constraint plate B (2.2) and the connecting plate B (2.1) are assembled in place by means of mortise and tenon joints. Then, welding is performed from the outside of the connecting plate A (1.1) and the connecting plate B (2.1). The constraint plate A (1.2) and the connecting plate A (1.1), and the constraint plate B (2.2) and the connecting plate B (2.1) are welded together into one piece.
9. The method for producing a composite wall toe damper with pre-compression strain according to claim 8, characterized in that: Before the vulcanization treatment of the viscoelastic body (3) in step S2, the plate surfaces on both sides of the constraint plate A (1.2) and the constraint plate B (2.2) need to be sandblasted and cleaned.
10. The method for producing a composite wall toe damper with pre-compression strain according to claim 8, characterized in that: During the welding process in step S6, a cooling device is inserted into the space between the adjacent constraint plates A (1.2) and the constraint plates B (2.2) to cool the constraint plates A (1.2) and the constraint plates B (2.2).