CN117646499A - Tuned inertial damping system with dual characteristics of bearing energy consumption - Google Patents
Tuned inertial damping system with dual characteristics of bearing energy consumption Download PDFInfo
- Publication number
- CN117646499A CN117646499A CN202311640055.4A CN202311640055A CN117646499A CN 117646499 A CN117646499 A CN 117646499A CN 202311640055 A CN202311640055 A CN 202311640055A CN 117646499 A CN117646499 A CN 117646499A
- Authority
- CN
- China
- Prior art keywords
- shock insulation
- inertial
- insulation layer
- foundation
- viscous
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000013016 damping Methods 0.000 title claims abstract description 39
- 238000005265 energy consumption Methods 0.000 title claims abstract description 20
- 230000009977 dual effect Effects 0.000 title claims abstract description 12
- 230000035939 shock Effects 0.000 claims abstract description 96
- 238000009413 insulation Methods 0.000 claims abstract description 95
- 238000002955 isolation Methods 0.000 claims abstract description 70
- 239000012530 fluid Substances 0.000 claims description 14
- 239000003292 glue Substances 0.000 claims 1
- 230000000116 mitigating effect Effects 0.000 claims 1
- 238000010276 construction Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 4
- 230000004044 response Effects 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 230000001133 acceleration Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000006872 improvement Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 2
- WJIOHMVWGVGWJW-UHFFFAOYSA-N 3-methyl-n-[4-[(3-methylpyrazole-1-carbonyl)amino]butyl]pyrazole-1-carboxamide Chemical compound N1=C(C)C=CN1C(=O)NCCCCNC(=O)N1N=C(C)C=C1 WJIOHMVWGVGWJW-UHFFFAOYSA-N 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000003321 amplification Effects 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000011217 control strategy Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000003199 nucleic acid amplification method Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Vibration Prevention Devices (AREA)
Abstract
The invention belongs to the technical field of building vibration isolation, and discloses a tuned inertial-to-volume damping system with dual characteristics of bearing and energy consumption, which comprises a vibration isolation layer, a foundation, a secondary vibration isolation layer, a plurality of vibration isolation supports, a traditional viscous damper, an inertial-to-volume element and an additional vibration isolation support, wherein: the plurality of shock insulation supports are arranged between the shock insulation layer and the foundation and are used for connecting the shock insulation layer and the foundation; the foundation is provided with at least one local foundation pit, in each local foundation pit, the secondary shock insulation layer is connected to the bottom of the local foundation pit through a plurality of additional shock insulation supports, and the area of the secondary shock insulation layer is smaller than the opening area of the local foundation pit; the traditional viscous damper is horizontally connected with the shock insulation layer and the secondary shock insulation layer, and the inertial element is arranged in the local foundation pit and is horizontally connected with the secondary shock insulation layer and the foundation; the conventional viscous damper and the inertial element are arranged in parallel. The device can not only meet the requirement of energy consumption in the horizontal direction, but also have the characteristic of bearing vertical load.
Description
Technical Field
The invention belongs to the technical field of building vibration isolation, and particularly relates to a tuned inertial damping system with dual characteristics of bearing and energy consumption.
Background
The basic vibration isolation technology is an effective technical means for reducing the earthquake action of a building, and the working principle is mainly that most of earthquake energy is dissipated through the horizontal deformation of a flexible vibration isolation layer, so that the earthquake response of an upper structure of the building is reduced. Therefore, in order to ensure that the shock insulation structure has good shock resistance and effectively control the displacement of the shock insulation layer, a series of hybrid control strategies have been proposed by introducing accessory devices into the shock insulation layer. The simplest way is to introduce additional damping to the seismic isolation high-rise, however this way exacerbates the interlaminar deformation and acceleration response of the superstructure while controlling the displacement of the seismic isolation layers. Or a Tuned Mass Damper (TMD) is introduced directly above or directly below the seismic isolation layer to reduce the seismic isolation layer deformation, but the effectiveness of the TMD is directly related to the magnitude of the additional mass. In recent years, as inertial mass dampers (TMDI), tuned mass inertial dampers (TID), etc. combining conventional TMD and inertial mass elements are increasingly used in the field of vibration control of civil engineering structures, a combined device based on an inertial mass element, a stiffness element, and a damping element is used for a base seismic isolation structure to control the displacement requirements of a seismic isolation layer. While active or semi-active Negative Stiffness Dampers (NSDs) have been proposed in recent years to be incorporated into inertial damping systems for better vibration control performance, for example Tuned Inertial Negative Stiffness Dampers (TINSD) formed by adding an NSD parallel to the inertial volume to the TID.
It should be noted that the inertial element is a mechanical element with two ends, the force generated by the element is proportional to the relative acceleration between the two ends, and the linear motion of the two ends of the inertial element is converted into the rotational motion of the physical mass in the inertial element through a transmission mechanism, so as to realize the amplifying effect of the physical mass. Li Yongguan the mass amplification effect of the element and the vibration isolation layer additional device formed by combining elements such as rigidity, damping and mass can effectively reduce the displacement requirement of the vibration isolation layer while further improving the dynamic response of the upper structure, and NSD is introduced into an inertial damping system, so that a more ideal vibration control effect can be obtained. However, the above researches are directed to a simplified theoretical model, the specific structural form of the additional inertial damping system is not given in the case that the actual basic shock insulation structure is the type of the additional inertial damping system, and a certain technical difficulty exists in additionally introducing an additional device consisting of a series of elements such as inertial, rigidity, damping and mass into the limited space of the shock insulation layer. In addition, the inertial energy system is added into the base vibration isolation structure as an auxiliary device, and mainly aims to dissipate horizontal input seismic energy, and has no vertical bearing characteristic, but the vibration isolation layer is a crucial function of bearing the vertical load of the upper structure besides horizontal deformation energy consumption, and the additional vibration isolation system only has horizontal energy consumption characteristic. Furthermore, the stiffness characteristics in such attachments typically require additional stiffness elements to achieve, which not only increases the cost of construction, but also wastes the horizontal stiffness characteristics of the shock mounts themselves. Therefore, there is a need to design a tuned inertial damping system with both vertical load and horizontal energy consumption.
Disclosure of Invention
Aiming at the defects or improvement demands of the prior art, the invention provides a tuned inertial damping system with the dual characteristics of bearing energy consumption, which can meet the requirement of horizontal energy consumption and has the characteristic of bearing vertical load.
To achieve the above object, according to one aspect of the present invention, there is provided a tuned inertial damping system having dual characteristics of load and energy consumption, including a seismic isolation layer, a foundation, a secondary seismic isolation layer, a plurality of seismic isolation mounts, a conventional viscous damper, an inertial damping element, and an additional seismic isolation mount, wherein: the plurality of shock insulation supports are arranged between the shock insulation layer and the foundation and are used for connecting the shock insulation layer and the foundation; the foundation is provided with at least one local foundation pit, in each local foundation pit, the secondary shock insulation layer is connected to the bottom of the local foundation pit through a plurality of additional shock insulation supports, and the area of the secondary shock insulation layer is smaller than the opening area of the local foundation pit; the traditional viscous damper is horizontally connected with the shock insulation layer and the secondary shock insulation layer, and the inertial-to-volume element is arranged in the local foundation pit and is horizontally connected with the secondary shock insulation layer and the foundation; the traditional viscous damper and the viscous inertia damper are arranged in parallel.
Preferably, the additional vibration isolation support is a friction pendulum vibration isolation support or a sliding vibration isolation support or an inverted friction pendulum vibration isolation support.
Preferably, when a plurality of local foundation pits are arranged on the foundation, a plurality of traditional viscous dampers and inertial elements are correspondingly arranged, and the plurality of traditional viscous dampers and the inertial elements are parallel to each other.
Preferably, the shock insulation support is fixedly connected with the shock insulation layer and the foundation.
Preferably, the inertial element may be in the form of any one of a ball screw inertial element, a rack and pinion inertial element and a viscous inertial Rong Zuni device. The viscous inertial volume damper comprises a cylinder body, a piston rod, a spiral conduit and viscous fluid, wherein the viscous fluid is arranged in the cylinder body, the piston rod is arranged in the cylinder body, the spiral conduit is arranged on the outer surface of the cylinder body, two ends of the spiral conduit are respectively communicated with two ends of the cylinder body, and the viscous fluid is driven to move in the spiral conduit through the reciprocating motion of the piston rod.
Preferably, one end of the inertial container element is connected with the secondary shock insulation layer, and the other end of the inertial container element is connected with the bottom of the local foundation pit; one end of the traditional viscous damper is connected with the secondary shock insulation layer, and the other end of the traditional viscous damper is connected with the shock insulation layer.
Preferably, the number of the additional shock-insulation supports 9 is plural, and the plurality of the additional shock-insulation supports 9 are regularly arranged at the outer edge below the secondary shock-insulation layer 4
In general, compared with the prior art, the tuned inertial damping system with the dual characteristics of bearing and energy consumption has the following main beneficial effects:
1. compared with the existing additional tuned inertial damping systems of various types, the invention separates the conventional viscous damper from the inertial damping element through the secondary vibration isolation layer, fully utilizes the horizontal rigidity characteristic and the vertical rigidity characteristic of the vibration isolation support, not only has the horizontal energy consumption characteristic of the common additional system, but also has the characteristic of bearing the load of the upper structure. The system is no longer simply added to the seismic isolation as an accessory structure, but rather has a higher integrity through the special structural design and the seismic isolation.
2. The horizontal rigidity of the shock insulation support is utilized to meet the rigidity requirement in an additional system, and an additional device for providing rigidity is not needed to be introduced into the additional device, so that the construction cost is reduced.
3. Different vibration control targets can be realized by selecting different types of additional vibration isolation supports to form the additional tuned inertial damping system provided by the invention, such as a friction pendulum vibration isolation support with a horizontal positive stiffness characteristic, a sliding vibration isolation support with a horizontal zero stiffness characteristic, an inverted friction pendulum vibration isolation support with a horizontal negative stiffness characteristic and the like. And through the optimization design of the structure, the deformation and acceleration response between the upper structure layers can be lightened, and the deformation of the shock insulation layer can be effectively controlled.
4. The tuned inertial damping system provided by the invention has a more definite construction form and engineering implementation mode. The space of the shock insulation layer is expanded by introducing the additional shock insulation support part, so that the installation of various devices is greatly facilitated, and the construction difficulty is reduced.
Drawings
FIG. 1 is a schematic view of a conventional seismic isolation layer construction of a base seismic isolation structure of an additional tuned inertial damping system;
FIG. 2 is a schematic diagram of a tuned inertial damping system with dual load and energy consumption characteristics according to an embodiment of the present application;
FIG. 3 is a schematic structural diagram of a tuned inertial damping system with dual load and energy consumption characteristics according to an embodiment of the present application;
FIG. 4 is a schematic diagram of a viscous inertial damper according to an embodiment of the present application;
FIG. 5 is a schematic view of a friction pendulum vibration isolation mount according to an embodiment of the present application;
FIG. 6 is a schematic diagram of a sliding shock isolation mount according to an embodiment of the present application;
FIG. 7 is a schematic structural view of an inverted friction pendulum vibration isolation mount according to an embodiment of the present application.
The same reference numbers are used throughout the drawings to reference like elements or structures, wherein:
1-superstructure; 2-a shock insulation layer; 3-base; 4-secondary seismic isolation layers; 5-inertial element; 6-a traditional viscous damper; 7-additional stiffness means; 8-a shock insulation support; 9-attaching a shock insulation support; 10-connecting piece; 11-a cylinder; 12-a piston rod; 13-helical catheters; 14-viscous fluid; 15-viscous fluid first outflow/inlet; 16-a second viscous fluid outlet/inlet; 17-friction pendulum vibration isolation support upper cover plate; 18-friction pendulum vibration isolation support base plate; 19-friction pendulum vibration isolation support slide block; 20-sliding an upper cover plate of the shock insulation support; 21-sliding shock insulation support base plate; 22-sliding the sliding panel of the shock insulation support; 23-inverting the upper cover plate of the friction pendulum vibration isolation support; 24-inverting the friction pendulum vibration isolation support base plate; 25-inverted friction pendulum vibration isolation support slide block.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention. In addition, the technical features of the embodiments of the present invention described below may be combined with each other as long as they do not collide with each other.
Referring to fig. 1, a schematic diagram of the structure of a seismic isolation layer of a basic seismic isolation structure of a conventional additional tuned inertial damping system is given, and the system comprises a seismic isolation superstructure 1, a seismic isolation layer 2, a foundation 3, an inertial damping element 5, a conventional viscous damper 6, an additional stiffness device 7 and a seismic isolation support 8.
The invention provides a tuned inertial damping system with dual characteristics of bearing and energy consumption, which is shown in fig. 2 and mainly comprises a shock insulation layer 2, a foundation 3, a secondary shock insulation layer 4, a plurality of shock insulation supports 8, an inertial damping element 5, a traditional viscous damper 6 and an additional shock insulation support 9.
The superstructure 1 to be isolated is arranged on the isolation layer 2.
The plurality of shock insulation supports 8 are arranged between the shock insulation layers 2 and the foundation 3 and are used for connecting the shock insulation layers 2 and the foundation 3. For example, the top steel plate of the shock insulation support 8 is connected with the concrete buttress of the top plate of the shock insulation layer through bolts, and the bottom steel plate is directly connected with the foundation 3 through bolts.
The foundation 3 is provided with at least one local foundation pit, in each local foundation pit, the secondary shock insulation layer 4 is connected to the bottom of the local foundation pit through a plurality of additional shock insulation supports 9, the area of the secondary shock insulation layer 4 is smaller than the opening area of the local foundation pit, and further the secondary shock insulation layer 4 can have swinging redundancy.
In a further preferred embodiment, as shown in fig. 5, the additional shock insulation support 9 may be a friction pendulum shock insulation support with a horizontal positive stiffness characteristic, and is composed of a friction pendulum shock insulation support upper cover plate 17, a friction pendulum shock insulation support bottom plate 18 and a friction pendulum shock insulation support sliding block 19. The friction pendulum support slide 19 is preferably of spherical design, and the friction pendulum support upper cover 17 has a recess matching the friction pendulum support slide 19.
In a further preferred embodiment, as shown in fig. 6, the additional shock insulation support 9 may also be a sliding shock insulation support with a horizontal zero stiffness characteristic, and includes a sliding shock insulation support upper cover plate 20, a sliding shock insulation support bottom plate 21, and a sliding shock insulation support sliding panel 22.
In a further preferred embodiment, as shown in fig. 7, the additional shock insulation support 9 may also be an inverted friction pendulum shock insulation support with a horizontal negative stiffness characteristic, and is composed of an inverted friction pendulum shock insulation support upper cover plate 23, an inverted friction pendulum shock insulation support bottom plate 24 and an inverted friction pendulum shock insulation support sliding block 25.
The number of the additional shock insulation supports 9 is plural, and the plurality of the additional shock insulation supports 9 are regularly arranged at the outer edge below the secondary shock insulation layer 4.
In a further preferred embodiment, the secondary seismic isolation layer 4 may be implemented by a cast-in-situ concrete slab, through which the additional seismic isolation pedestal 9 is additionally introduced, the top steel plate is connected to the original seismic isolation pedestal 8, and the bottom steel plate is directly connected to the foundation. By introducing the secondary vibration isolation layer 4, two spaces are formed between the vibration isolation layer top plate 2 and the secondary vibration isolation layer 4 as well as between the secondary vibration isolation layer 4 and the foundation 3, so that the installation of various additional energy consumption devices, such as traditional viscous dampers and inertial capacity elements, is facilitated while the vertical bearing capacity of the additional inertial capacity damping device is ensured.
The traditional viscous damper 6 is horizontally connected with the shock insulation layer 2 and the secondary shock insulation layer 4, and the inertial element 5 is arranged in the local foundation pit and horizontally connected with the secondary shock insulation layer 4 and the foundation 3; the inertial element 5 and the conventional viscous damper 6 are arranged in parallel.
In a further preferred embodiment, the inertial element 5 may be any one of a ball screw type inertial element, a rack and pinion type inertial element and a viscous inertial Rong Zuni device; the viscous inertial damper (as shown in fig. 4) comprises a cylinder 11, a piston rod 12, a spiral conduit 13 and viscous fluid 14, wherein the viscous fluid 14 is arranged inside the cylinder 11, the piston rod 12 is arranged inside the cylinder 11, the spiral conduit 13 is arranged on the outer surface of the cylinder 11, two ends of the spiral conduit are respectively communicated with two ends of the cylinder 11 through a viscous fluid first outflow/inlet 15 and a viscous fluid second outflow/inlet 16, and the viscous fluid 14 is driven to move in the spiral conduit 13 through the reciprocating motion of the piston rod.
In a further preferred solution, one end of the inertial element 6 is connected to the secondary seismic isolation layer 4 through a connecting piece 10, and the other end is connected to the bottom of the local foundation pit through a connecting piece 10; one end of the traditional viscous damper 6 is connected with the secondary shock insulation layer 4, and the other end is connected with the shock insulation layer 2. Bolts may be used for the connection.
In a further preferred solution, when a plurality of local foundation pits are provided on the foundation 3, a plurality of inertial elements 5 and conventional viscous dampers 6 are correspondingly provided, and the plurality of inertial elements 5 and the conventional viscous dampers 6 are parallel to each other, so as to realize the horizontal energy consumption characteristic of the additional system.
The mechanical analysis sketch of the tuned inertial damping system with the dual characteristics of bearing and energy consumption is shown in fig. 3, and the vibration isolation layer and the upper structure are simplified into a mass m p In the figure, the parameter α represents the proportion, k, of a conventional shock-insulating support used to constitute a load-carrying energy-consuming shock-absorbing system p Represents the horizontal rigidity of a shock insulation layer of a traditional shock insulation structure, k represents the horizontal rigidity of an additional shock insulation support, m Z Representing the inertial coefficient of the inertial element (having the same dimension as the mass), c represents the damping coefficient of the additional damper, c p Damping system representing a main structureA number.
It will be readily appreciated by those skilled in the art that the foregoing description is merely a preferred embodiment of the invention and is not intended to limit the invention, but any modifications, equivalents, improvements or alternatives falling within the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (7)
1. The utility model provides a tuning is used to hold shock mitigation system with bear energy consumption dual characteristic, its characterized in that includes shock insulation layer (2), basis (3), secondary shock insulation layer (4), a plurality of shock insulation support (8), is used to hold component (5), tradition and glues damper (6) and add shock insulation support (9), wherein:
the plurality of shock insulation supports (8) are arranged between the shock insulation layer (2) and the foundation (3) and are used for connecting the shock insulation layer (2) and the foundation (3);
the foundation (3) is provided with at least one local foundation pit, in each local foundation pit, the secondary shock insulation layer (4) is connected to the bottom of the local foundation pit through a plurality of additional shock insulation supports (9), and the area of the secondary shock insulation layer (4) is smaller than the opening area of the local foundation pit;
the traditional viscous damper (6) is horizontally connected with the vibration isolation layer (2) and the secondary vibration isolation layer (4), and the inertial element (5) is arranged in the local foundation pit and horizontally connected with the secondary vibration isolation layer (4) and the foundation (3); the traditional viscous damper (6) and the inertia capacity element (5) are arranged in parallel.
2. Tuned inertial damping system according to claim 1, characterized in that the additional seismic isolation mount (9) is a friction pendulum or slip or inverted friction pendulum seismic isolation mount.
3. Tuned inertial damping system according to claim 1 or 2, characterized in that when a plurality of local foundation pits are provided on the foundation (3), a plurality of conventional viscous dampers (6) and inertial elements (5) are correspondingly provided, the plurality of conventional viscous dampers (6) and inertial elements (5) being mutually parallel.
4. Tuned inertial damping system according to claim 1, characterized in that the shock insulation support (8) is fixedly connected with the shock insulation layer (2) and foundation (3).
5. The tuned inertial damping system of claim 1, wherein the inertial element is in the form of any one of a ball screw inertial element, a rack and pinion inertial element, and a viscous inertial Rong Zuni device; the viscous inertial damping device comprises a cylinder body (11), a piston rod (12), a spiral guide tube (13) and viscous fluid (14), wherein the viscous fluid (14) is arranged inside the cylinder body (11), the piston rod (12) is arranged in the cylinder body (11), the spiral guide tube (13) is arranged on the outer surface of the cylinder body (11), two ends of the spiral guide tube (13) are respectively communicated with two ends of the cylinder body (11), and then the viscous fluid (14) is driven to move in the spiral guide tube (13) through reciprocating motion of the piston rod.
6. Tuned inertial damping system according to claim 5 or 6, characterized in that the inertial element (5) is connected at one end to the secondary shock insulation (4) and at the other end to the bottom of the local foundation pit; one end of the traditional viscous damper (6) is connected with the secondary shock insulation layer (4), and the other end of the traditional viscous damper is connected with the shock insulation layer (2).
7. Tuned inertial damping system according to claim 2, characterized in that the number of additional seismic isolation mounts (9) is plural, a plurality of additional seismic isolation mounts (9) being regularly arranged at the lower outer edge of the secondary seismic isolation layer (4).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311640055.4A CN117646499A (en) | 2023-11-30 | 2023-11-30 | Tuned inertial damping system with dual characteristics of bearing energy consumption |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311640055.4A CN117646499A (en) | 2023-11-30 | 2023-11-30 | Tuned inertial damping system with dual characteristics of bearing energy consumption |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN117646499A true CN117646499A (en) | 2024-03-05 |
Family
ID=90049088
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311640055.4A Pending CN117646499A (en) | 2023-11-30 | 2023-11-30 | Tuned inertial damping system with dual characteristics of bearing energy consumption |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117646499A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009047249A (en) * | 2007-08-21 | 2009-03-05 | Keiichi Araki | Three-dimensional base isolation device |
| CN112761270A (en) * | 2021-01-06 | 2021-05-07 | 南京长江都市建筑设计股份有限公司 | Vertical inertial container shock insulation support |
| CN113007264A (en) * | 2021-02-18 | 2021-06-22 | 同济大学 | Three-dimensional combined vibration isolation system based on inertial container and containing basic vibration isolation and floor vibration isolation |
| CN115324222A (en) * | 2022-08-08 | 2022-11-11 | 中国建筑第八工程局有限公司 | Self-adaptive three-dimensional intelligent shock isolation device |
| CN116905688A (en) * | 2023-09-08 | 2023-10-20 | 北京工业大学 | Multimode frequency independent additional shock isolation system for existing shock isolation structure |
-
2023
- 2023-11-30 CN CN202311640055.4A patent/CN117646499A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009047249A (en) * | 2007-08-21 | 2009-03-05 | Keiichi Araki | Three-dimensional base isolation device |
| CN112761270A (en) * | 2021-01-06 | 2021-05-07 | 南京长江都市建筑设计股份有限公司 | Vertical inertial container shock insulation support |
| CN113007264A (en) * | 2021-02-18 | 2021-06-22 | 同济大学 | Three-dimensional combined vibration isolation system based on inertial container and containing basic vibration isolation and floor vibration isolation |
| CN115324222A (en) * | 2022-08-08 | 2022-11-11 | 中国建筑第八工程局有限公司 | Self-adaptive three-dimensional intelligent shock isolation device |
| CN116905688A (en) * | 2023-09-08 | 2023-10-20 | 北京工业大学 | Multimode frequency independent additional shock isolation system for existing shock isolation structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US11339849B2 (en) | Three-dimensional isolator with adaptive stiffness property | |
| CN101333829B (en) | Vertical spacing -type lead shearing three-dimensional vibration isolation device | |
| CN112240062B (en) | Three-dimensional shock insulation structure system | |
| JPH02199338A (en) | Quake-resistant supporting device | |
| JP2010007793A (en) | Base isolation structure | |
| JPH11247488A (en) | Brace damper | |
| CN113833149A (en) | Tuned inerter damping support | |
| CN117646499A (en) | Tuned inertial damping system with dual characteristics of bearing energy consumption | |
| CN113802906A (en) | Construction steel platform system adopting TLD and TMD composite tuning damping | |
| CN113007264A (en) | Three-dimensional combined vibration isolation system based on inertial container and containing basic vibration isolation and floor vibration isolation | |
| WO2019020991A1 (en) | Building, integrated damping unit, and method of damping | |
| Sun et al. | Connecting parameters optimization on unsymmetrical twin-tower structure linked by sky-bridge | |
| CN111043209A (en) | Marine vibration damping base structure | |
| JP2019190539A (en) | Passive type anti-vibration device of building | |
| CN213837157U (en) | Balance weight lever type negative stiffness friction damper | |
| Fujita | Application of hybrid mass damper with convertible active and passive modes using hydraulic actuator to high-rise building | |
| AU2021104588A4 (en) | A method to suppress Vibration in a Civil Engineering Structure using a 3-Dimensional Isolator. | |
| JPH0483070A (en) | Support struction of roof installation | |
| JP3677706B2 (en) | Seismic isolation and control structure | |
| JPS629045A (en) | Vibration damping device | |
| CN114776762B (en) | Energy dissipation and shock absorption support for household appliances | |
| CN216587112U (en) | High-order polymerization damping shock-absorbing structure system | |
| CN112411782B (en) | Balance weight lever type negative stiffness friction damper | |
| CN115897839B (en) | Shock absorbing and isolating structure of building | |
| CN110080408A (en) | The method that antidetonation is carried out to flue gas desulfurization construction of structures using damper |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |