CN108487495A - Damping wall device and damping element number of species determine method - Google Patents
Damping wall device and damping element number of species determine method Download PDFInfo
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- CN108487495A CN108487495A CN201810262009.8A CN201810262009A CN108487495A CN 108487495 A CN108487495 A CN 108487495A CN 201810262009 A CN201810262009 A CN 201810262009A CN 108487495 A CN108487495 A CN 108487495A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
Abstract
Damping wall device, upper node plate and lower part gusset plate are connected in diagonal form with agent structure along agent structure short transverse plane, and steel core is connect with upper node plate and lower part gusset plate, and a monocline support body system is collectively formed with agent structure.In agent structure lower surface, cushion cap is set, track is laid with above cushion cap, track both ends setting sliding limiting card, pass through component on front side of Mass Sources, component on rear side of Mass Sources, top limiting plate and lower limit board group synthesize TMD Mass Sources, and pulley is arranged in component lower surface on rear side of component and Mass Sources on front side of the Mass Sources, then pulley is placed in orbit, a fixed gap is reserved among Mass Sources, and in the middle by steel core folder, resilient element and damping element are set between Mass Sources end and agent structure, form the damping wall device with tuning quality and metal yield energy-dissipating and shock-absorbing dual function.
Description
The application is application for a patent for invention《Tuning quality type surrenders energy-dissipating and shock-absorbing wall device》Divisional application.
The original bill applying date：2016-07-08.
Original bill application number：2016105330083.
Original bill denomination of invention：Tuning quality type surrenders energy-dissipating and shock-absorbing wall device.
Technical field
Damping wall device of the present invention and damping element number of species determine that method is related to civil engineering structure energy-dissipating and shock-absorbing skill
Art.
Background technology
Tuned mass damper (TMD) is that wider one of technology is applied in the control of current building vibration, principle be by
The TMD natural frequencies of vibration be tuned to agent structure frequency meet certain relationship when, by oscillator generate reversed inertia force come part
Offset the perturbed force of input structure.Anti-buckling support (BRB) is that soap-free emulsion polymeization constraint element is arranged around steel core to improve it surely
Qualitative, then plastic deformation by steel core during tension and compression realizes energy-dissipating and shock-absorbing.
But traditional TMD and BRB have own limitations：TMD is big in the presence of space is occupied, to structural modal attribute
The problems such as variation is sensitive, and it is long to start the time, slowly effect, it is good to subtract wind-excited responese, and it is poor to subtract seismic response.Then there is yield force in BRB
Limitation and the antifatigue problem of material, anti-seismic performance is superior, but controls ambient vibration bad.
Invention content
The present invention is intended to provide a kind of tuning quality type surrenders energy-dissipating and shock-absorbing wall device, following mesh can be reached using the device
's：(1) when structure is by general ambient vibration, TMD shock sucking functions can be played；(2) when structure is by earthquake or other broken
When bad property impact load, metal yield energy consumption function will be played；(3) according to extraneous vibration intensity, two kinds of shock-absorbing functions can be realized
Between automatic switchover；(4) simple structure, processing is uncomplicated, and for flexible arrangement in structure, space occupancy rate is small, handling and
It is easy to maintenance.
The composition of the present invention：A kind of tuning quality type surrender energy-dissipating and shock-absorbing wall device, by upper node plate, lower part node
Plate, steel core, Mass Sources front side component, Mass Sources rear side component, top limiting plate, lower limit plate, connection bolt, rebound member
Part, damping element, pulley, track, limiting card, cushion cap and agent structure composition.It is characterized in that：By upper node plate and lower part
Gusset plate is connected in diagonal form with agent structure along agent structure short transverse plane, by steel core and upper node plate and under
Portion's gusset plate connection, a monocline support body system is collectively formed with agent structure.On agent structure lower surface setting cushion cap, cushion cap
Face is laid with track, and setting sliding limiting card in track both ends is limited by component, Mass Sources rear side component, top on front side of Mass Sources
Plate and lower limit board group synthesize TMD Mass Sources, and the setting of component lower surface is slided on rear side of component and Mass Sources on front side of the Mass Sources
Wheel, then will be arranged the Mass Sources after pulley place it is in orbit, and ensure Mass Sources can direction along ng a path it is free to slide, institute
It states and reserves a fixed gap among Mass Sources, passed through for oblique steel core and press from both sides steel core in the middle, steel core surface and Mass Sources table
Face maintains the gaps 5~10mm, and resilient element and damping element are arranged between Mass Sources end and agent structure, and being formed has tuning
The damping wall device of quality and metal yield energy-dissipating and shock-absorbing dual function.
The steel core is big by end cross-sectional, the small word variable cross-section metallic plate composition in surrender active section section.
The steel core and the connection type of upper node plate and lower part gusset plate include welding, are bolted and are hinged.
The component that the quality source component is combined into is both TMD Mass Sources, while being the constraint element of steel core again.
Component and Mass Sources rear side component bottom are equipped with the peaceful out of plane constraint of vertical constraint on front side of the TMD Mass Sources.
The peaceful out of plane constraint of vertical constraint includes track sliding system or spring fastening.
The resilient element includes spring and prestress wire.The damping element is viscous damper.
When being pressurized violent, bending deformation can occur for the active section of steel core, and pass through group on front side of the deformable squeeze Mass Sources
Module inner on rear side of part and Mass Sources, friction caused by the extruding can block external TMD and work on, realize damper from
Automatic conversion of the tuning quality vibration damping to metal yield energy-dissipating and shock-absorbing function.
Compared with the prior art, the invention has the advantages that：
When agent structure is by general ambient vibration, the Mass Sources, resilient element and damping element collectively constitute
TMD systems.When the quality of the TMD systems, rigidity and damping meet certain mathematical relationship, which can provide reversely for structure
Inertia force realizes TMD shock sucking functions to reduce structural vibration effect.
When agent structure is by earthquake or other damaging impact loads, larger relative storey displacement, the steel occur for structure
When being pressurized buckling can occur for core, and steel core can be constrained by serving as TMD Mass Sources originally at this time and being distributed in the Mass Sources on steel core both sides
The outer bending deformation of plane, forces it to high-order buckling modal change, realizes the metal yield energy consumption function of steel core.
For the Mass Sources during constraining steel core bending deformation, the two contact surface will produce larger normal stress, this is answered
The frictional force that power generates can block the swing of TMD systems.Since structure is during large deformation, often become with mode attribute
Change, be not only difficult to realize effective absorbing by the TMD systems of former mode condition design at this time, in some instances it may even be possible to which heavy structure is born.Institute
With when agent structure is by thump load, TMD systems, which are swung, to be stopped because of internal steel core buckling friction, to real
The now automatic switchover from TMD vibration dampings to metal yield energy-dissipating and shock-absorbing function.
In apparatus of the present invention component, the upper node plate, lower part gusset plate, steel core, Mass Sources and cushion cap are all rule
Steel or steel-concrete component；The resilient element, damping element, pulley, track, limiting card can directly use specification in the market
Chemical conversion product carry out mating.Each inter-module, which only need to be connected or be welded by standard bolt, can be completed assembling, therefore with construction letter
Single, processing is uncomplicated, and for flexible arrangement in structure, space occupancy rate is small, handling and technical characterstic easy to maintenance.
In addition, the present invention can also have following attendant advantages：
By the upper node plate, lower part gusset plate, the shoring of steel core composition can provide lateral rigidity for structure, into
One step reduces malformation.
The TMD Mass Sources can directly use building partition material, and quality is big, in the structure many places arrangement can reach compared with
High quality ratio, and then keep the effectiveness in vibration suppression of agent structure more obvious.
The TMD Mass Sources are horizontal positioned, and Mass Sources will not occur and initially glide excessive problem, and then be more conducive to use
In tall and slender structure.
Description of the drawings
Fig. 1 is schematic structural view of the invention；
Fig. 2 is front view of the present invention；
Fig. 3 is the A-A sectional views of Fig. 1；
Fig. 4 is the B-B sectional views of Fig. 1；
Fig. 5 is the C-C sectional views of Fig. 1；
Fig. 6 is the D-D sectional views of Fig. 3；
1-upper node plate in figure；2-lower part gusset plates；3-steel cores；Component on front side of 4a-Mass Sources；4b-Mass Sources
Rear side component；5a-top limiting plate；5b-lower limit plate；6-connection bolts；7-resilient elements；8-damping elements；
9-pulleys；10-tracks；11-limiting cards；12-cushion caps；13-agent structures.
Specific implementation mode
The embodiment of the present invention is described below in detail, as shown in figures 1 to 6, first by upper node plate 1 and lower part gusset plate 2
It connect with agent structure 13, then steel core 3 is connected with upper node plate 1 and lower part gusset plate 2, form a skewed horizontal load body
System.If agent structure is reinforced concrete structure, pre-buried casting craft can be used in upper node plate 1 and lower part gusset plate 2
It is connected with agent structure；If agent structure is steel construction, welding procedure can be used and be connected with agent structure.Steel core 3 and node
The connection of plate is using welding or is bolted.
Cushion cap 12 is set in agent structure lower surface, sliding rail 10 is placed on cushion cap.Cushion cap height should ensure that installation
After, the lower surface of component 4a and Mass Sources rear side component 4b are higher than the upper surface of lower part gusset plate 2 on front side of Mass Sources, simultaneously
The upper surface of component 4a and Mass Sources rear side 4b are less than the lower surface of upper node plate 1 on front side of Mass Sources.
Track pulley is arranged with the bottoms component 4b on rear side of Mass Sources in component 4a on front side of the Mass Sources.Pulley number is by Mass Sources
Total weight is controlled with single pulley bearing capacity, but not preferably less than 4 minimum.Ensure component 4a and Mass Sources rear side on front side of Mass Sources
Energy direction along ng a path is free to slide after component 4b is placed in orbit.Pulley 9 preferably uses rail pulley, and edge is arranged symmetrically.
By component 4a on front side of Mass Sources and component 4b parallel dockings on rear side of Mass Sources, centre is aided with top limiting plate 5a under
Portion limiting plate 5b, collectively constitutes TMD Mass Sources.Steel core 3 must be surrendered energy consumption section and is included by TMD Mass Sources, to prevent nothing
The violent and too early unstability of constraint portions compression.Component 4a on front side of Mass Sources, on rear side of Mass Sources component 4b and top limiting plate 5a or
It is connected between lower limit plate 5b by connecting bolt 6, in order to install and replace.Sky is done among TMD Mass Sources, allows steel core
It is passed through from centre.Specifically, when docking first to component 4b and top limiting plate 5a on rear side of component 4a on front side of Mass Sources, Mass Sources or
Lower limit plate 5b carries out device to hole and positions temporarily, and connection bolt 6 is sequentially passed through component 4a, top limiting plate 5a on front side of Mass Sources
Component 4b on rear side of (or 5b) and Mass Sources removes interim positioning after tightening.Component 4a and Mass Sources rear side component on front side of Mass Sources
Pre- interspace in the middle part of 4b is controlled by top limiting plate 5a and lower limit plate 5b, and limit plate thickness should be greater than the thickness of steel core 3,
To ensure not occur between component 4a, Mass Sources rear side component 4b inner surfaces on front side of 3 both side surface of steel core and Mass Sources after assembling
Contact, top limiting plate 5a and lower limit plate 5b thickness are answered.Limit plate thickness also should not be too large, according in the past to buckling
Support performance experimental study simultaneously considers that common buildings component machining accuracy is permitted, gap between steel core surface and surface of wall
Preferably control between 5~10mm.
On Mass Sources both sides, resilient element 7 and damping element 8 are set.Resilient element 7 and 8 one end of damping element are fixed on master
In body structure, the other end is fixed on front side of Mass Sources on component 4a and Mass Sources rear side component 4b.
The type and quantity of resilient element 7 are preferably controlled by formula (1), so that effectiveness in vibration suppression is more excellent.Specifically, to make structure reach
To least displacement, the type and quantity of resilient element 7 are determined by formula (1a)；To make structure reach minimum acceleration, resilient element 7
Type and quantity by formula (1b) determine：
In formula (1), γt,op--- TMD and agent structure optimal frequency ratios,Wherein
fs--- agent structure frequency, kti--- the rigidity of i-th of resilient element 7, ns--- the quantity of resilient element 7, mt--- component
The gross mass of 4a, 4b and limiting plate 5a and 5b；μ --- mass ratio between TMD Mass Sources and agent structure, μ=mt/Ms, Ms--- it is main
Body structural modal quality；ξ0--- agent structure damping ratio.
The type and quantity of damping element 8 are preferably controlled by formula (2), so that effectiveness in vibration suppression is more excellent.Specifically, to make structure reach
To least displacement, the type and quantity of damping element 8 are determined by formula (2a)；To make structure reach minimum acceleration, damping element 8
Type and quantity by formula (2b) determine：
In formula (2), ξt,op--- TMD Optimal damping ratios,Wherein fs--- agent structure
Frequency, cti--- the damped coefficient of i-th of damping element 8, nc--- the quantity of damping element 8；The same formula of other parameters meaning
(1)。
Resilient element 7 and 8 maximum tension of damping element and reduction length should be greater than being equal to TMD Mass Sources design maximums pendulum
Width.After installing, frequency sweep or resonance test need to be done to damping wall device TMD, by adjusting resilient element 7 and damping element 8
Quantity, rigidity and damping parameter, make TMD working frequencies meet and agent structure frequency and damping between best vibration damping ratio close
System.
After system frequency and damping debugging, in enabling TMD mass source position return, then limiting card is set in orbit
11.Limiting card presses TMD Mass Sources design maximum amplitude of oscillation values with pulley outer edge distance.Top is ascended the throne plate 5a and lower limit plate
Minimum range has to be larger than pulley outer edge to railway limit card distance between 5b and steel core 3.After installing, figure should be met
Effect shown in 2.
Claims (4)
1. damping wall device, by component on rear side of component on front side of upper node plate, lower part gusset plate, steel core, Mass Sources, Mass Sources,
Top limiting plate, lower limit plate, connection bolt, resilient element, damping element, pulley, track, limiting card, cushion cap and main body
Structure composition is, is in along agent structure (13) short transverse plane by upper node plate (1) and lower part gusset plate (2)
Diagonal form is connected with agent structure (13), steel core (3) is connect with upper node plate (1) and lower part gusset plate (2), with main body
A monocline support body system is collectively formed in structure (13), and in agent structure lower surface setting cushion cap (12), cushion cap (12) is laid with above
Track (10), track both ends setting sliding limiting card (11) pass through component (4a), Mass Sources rear side component on front side of Mass Sources
(4b), top limiting plate (5a) and lower limit plate (5b) are combined into TMD Mass Sources, and component (4a) and matter on front side of Mass Sources
Then Mass Sources after setting pulley (9) are placed on track (10) by the lower surface component (4b) setting pulley (9) on rear side of amount source
On, and ensure that Mass Sources can be free to slide along track (10) direction, a fixed gap is reserved among the Mass Sources, for oblique steel
Core (3) passes through and presss from both sides steel core (3) in the middle, and steel core (3) surface maintains the gaps 5~10mm with Mass Sources surface, in quality
Resilient element (7) and damping element (8) are set between source portion and agent structure (13), and being formed has tuning quality and metal yield
The damping wall device of energy-dissipating and shock-absorbing dual function；
The steel core (3) is big by end cross-sectional, the small word variable cross-section metallic plate composition in surrender active section section；
The steel core (3) and the connection type of upper node plate (1) and lower part gusset plate (2) include welding, are bolted and cut with scissors
It connects；
The TMD Mass Sources are the constraint element of steel core (3) again；
Component (4a) and Mass Sources rear side bottom component (4b) are equipped with the peaceful out of plane constraint of vertical constraint on front side of the Mass Sources；
The peaceful out of plane constraint of vertical constraint includes track sliding system or spring fastening；
The resilient element (7) includes spring and prestress wire, and the damping element (8) is viscous damper；
When being pressurized violent, bending deformation can occur for the active section of steel core (3), and pass through component on front side of the deformable squeeze Mass Sources
Component (4b) inner surface on rear side of (4a) and Mass Sources, the generated friction of the extruding can block external TMD and work on, and realization subtracts
Device is shaken from tuning quality vibration damping to the automatic conversion of metal yield energy-dissipating and shock-absorbing function；
To make structure reach least displacement, the type and quantity of damping element (8) are determined by following formula：
In formula, ξt,op--- TMD Optimal damping ratios,Wherein fs--- agent structure frequency,
cti--- the damped coefficient of i-th of damping element (8), nc--- the quantity of damping element (8), mt--- component on front side of Mass Sources
The gross mass of component (4b), top limiting plate (5a) and lower limit plate (5b) on rear side of (4a), Mass Sources；μ --- TMD Mass Sources
The mass ratio between agent structure, μ=mt/Ms, Ms--- agent structure modal mass；ξ0--- agent structure damping ratio.
2. damping element number of species determine method, it is, to make structure reach least displacement, the type of damping element (8)
And quantity is determined by following formula：
In formula, ξt,op--- TMD Optimal damping ratios,Wherein fs--- agent structure frequency,
cti--- the damped coefficient of i-th of damping element (8), nc--- the quantity of damping element (8), mt--- component on front side of Mass Sources
The gross mass of component (4b), top limiting plate (5a) and lower limit plate (5b) on rear side of (4a), Mass Sources；μ --- TMD Mass Sources
The mass ratio between agent structure, μ=mt/Ms, Ms--- agent structure modal mass；ξ0--- agent structure damping ratio.
3. damping element number of species according to claim 2 determine method, it is, is used for damping wall device.
4. damping element number of species according to claim 3 determine method, it is, the damping wall device is by upper
Portion's gusset plate, lower part gusset plate, steel core, component on front side of Mass Sources, component on rear side of Mass Sources, top limiting plate, lower limit plate,
Bolt, resilient element, damping element, pulley, track, limiting card, cushion cap and agent structure composition are connected, by upper node plate
(1) it is connected with agent structure (13) in diagonal form in agent structure (13) short transverse plane with lower part gusset plate (2), it will
Steel core (3) is connect with upper node plate (1) and lower part gusset plate (2), and a monocline support body is collectively formed with agent structure (13)
System, in agent structure lower surface setting cushion cap (12), cushion cap (12) is laid with track (10), the setting sliding limit of track both ends above
Block (11), passes through component (4a), Mass Sources rear side component (4b), top limiting plate (5a) and lower limit plate on front side of Mass Sources
(5b) is combined into TMD Mass Sources, and pulley is arranged in component (4a) and Mass Sources rear side lower surface component (4b) on front side of Mass Sources
(9), then the Mass Sources after setting pulley (9) are placed on track (10), and ensure that Mass Sources can be along track (10) side
To free to slide, a fixed gap is reserved among the Mass Sources, passed through for oblique steel core (3) and by steel core (3) folder in the middle,
Steel core (3) surface maintains the gaps 5~10mm with Mass Sources surface, the setting rebound member between Mass Sources end and agent structure (13)
Part (7) and damping element (8) form the damping wall device with tuning quality and metal yield energy-dissipating and shock-absorbing dual function；
The steel core (3) is big by end cross-sectional, the small word variable cross-section metallic plate composition in surrender active section section；
The steel core (3) and the connection type of upper node plate (1) and lower part gusset plate (2) include welding, are bolted and cut with scissors
It connects；
The TMD Mass Sources are the constraint element of steel core (3) again；
Component (4a) and Mass Sources rear side bottom component (4b) are equipped with the peaceful out of plane constraint of vertical constraint on front side of the Mass Sources；
The peaceful out of plane constraint of vertical constraint includes track sliding system or spring fastening；
The resilient element (7) includes spring and prestress wire, and the damping element (8) is viscous damper；
When being pressurized violent, bending deformation can occur for the active section of steel core (3), and pass through component on front side of the deformable squeeze Mass Sources
Component (4b) inner surface on rear side of (4a) and Mass Sources, the generated friction of the extruding can block external TMD and work on, and realization subtracts
Device is shaken from tuning quality vibration damping to the automatic conversion of metal yield energy-dissipating and shock-absorbing function.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810262009.8A CN108487495B (en) | 2016-07-08 | 2016-07-08 | Damping wall device and method for determining types and quantity of damping elements |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810262009.8A CN108487495B (en) | 2016-07-08 | 2016-07-08 | Damping wall device and method for determining types and quantity of damping elements |
| CN201610533008.3A CN106088391B (en) | 2016-07-08 | 2016-07-08 | Tuning quality type surrenders energy-dissipating and shock-absorbing wall device |
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| CN201810261976.2A Active CN108396884B (en) | 2016-07-08 | 2016-07-08 | A kind of damping wall device and resilient element number of species determine method |
| CN201810262098.6A Active CN108487496B (en) | 2016-07-08 | 2016-07-08 | Damping wall device and resilient element number of species determine method |
| CN201610533008.3A Expired - Fee Related CN106088391B (en) | 2016-07-08 | 2016-07-08 | Tuning quality type surrenders energy-dissipating and shock-absorbing wall device |
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| CN201810261976.2A Active CN108396884B (en) | 2016-07-08 | 2016-07-08 | A kind of damping wall device and resilient element number of species determine method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113089866A (en) * | 2021-03-18 | 2021-07-09 | 兰州大学 | Civil engineering shock attenuation component |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106836549A (en) * | 2017-03-30 | 2017-06-13 | 贵州大学 | A kind of slip filling wall with frcition damper |
| CN110145052B (en) * | 2017-10-21 | 2020-10-30 | 山东建筑大学 | Anti-seismic wall and construction method thereof |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005299173A (en) * | 2004-04-09 | 2005-10-27 | Taisei Corp | Aseismatic structure of towering construction |
| CN101476354A (en) * | 2009-01-16 | 2009-07-08 | 北京工业大学 | Frequency-modulation mass anti-flection support |
| CN103046661A (en) * | 2012-05-09 | 2013-04-17 | 北京江河幕墙股份有限公司 | Single-cable net curtain wall damping device and damper |
| CN204212285U (en) * | 2014-09-28 | 2015-03-18 | 中国建筑股份有限公司 | A kind of novel bottom punches and is with the precast concrete shear wall plate of energy-dissipating device |
| CN105019571A (en) * | 2015-07-08 | 2015-11-04 | 上海大学 | Viscous damping wall |
| CN105239695A (en) * | 2015-11-09 | 2016-01-13 | 同济大学建筑设计研究院(集团)有限公司 | Elbow joint type deformation magnifying device |
| CN205100387U (en) * | 2015-10-30 | 2016-03-23 | 郑州大学 | Adjustable damping shock -absorbing structure |
| CN105672516A (en) * | 2016-03-10 | 2016-06-15 | 苏州科技学院 | Integrated tuned mass damping wall |
Family Cites Families (28)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1113168A (en) * | 1997-06-26 | 1999-01-19 | Mitsubishi Chem Corp | Structural panel |
| US6761001B2 (en) * | 2000-08-18 | 2004-07-13 | Lee W. Mueller | Frame shear assembly for walls |
| CN2617839Y (en) * | 2003-04-24 | 2004-05-26 | 上海市第七建筑有限公司 | Energy-dissipating and vibration absorbing supporter |
| CN1333141C (en) * | 2005-07-08 | 2007-08-22 | 北京工业大学 | Combined concrete shear wall with built-in eccentric supporting steel truss and its making method |
| CN200992753Y (en) * | 2006-12-29 | 2007-12-19 | 北京工业大学 | Shear wall restrained zinc-plated sheet iron cladded adhesive-free energy-dissipation steel support |
| CN101122150B (en) * | 2007-08-31 | 2010-06-02 | 广东省建筑设计研究院 | Shock absorption wall and construction method thereof |
| CN101126253A (en) * | 2007-09-28 | 2008-02-20 | 清华大学 | Partition block type sticking-free flection-proof steel plate shearing force wall |
| KR20090058430A (en) * | 2007-12-04 | 2009-06-09 | 단국대학교 산학협력단 | Semi active tuned mass damper with lead-rubber bearing and auto brake |
| CN101457558A (en) * | 2008-12-19 | 2009-06-17 | 北京工业大学 | Steel truss-steel plate combined shear wall and method for producing the same |
| CN201377127Y (en) * | 2009-01-16 | 2010-01-06 | 北京工业大学 | Buckling-restrained brace with double functions of micro-earthquake and strong earthquake |
| JP5341625B2 (en) * | 2009-06-10 | 2013-11-13 | トヨタホーム株式会社 | Wall structure and building |
| CN201502113U (en) * | 2009-09-25 | 2010-06-09 | 北京工业大学 | Drum-type omnibearing tuning shock absorbing mass damper |
| CN102995941A (en) * | 2012-12-31 | 2013-03-27 | 傅礼铭 | Shock-absorbing house |
| CN103437450B (en) * | 2013-09-12 | 2016-08-17 | 南京工业大学 | A kind of anti-buckling low yield point steel-composite energy dissipation brace |
| CN203546936U (en) * | 2013-09-30 | 2014-04-16 | 常州容大结构减振设备有限公司 | Planar non-directional 360-degree TMD (Tuned Mass Damper) |
| CN203977607U (en) * | 2013-12-06 | 2014-12-03 | 北京工业大学 | The anti-buckling support of tumbling-type tuning quality type |
| CN203669693U (en) * | 2013-12-24 | 2014-06-25 | 常州容大结构减振设备有限公司 | Ventilating, sound-insulating and vibration-reducing curtain distributed type MTMD |
| CN203834718U (en) * | 2014-03-11 | 2014-09-17 | 青岛科而泰环境控制技术有限公司 | Buckling restrained brace device |
| CN203867236U (en) * | 2014-06-10 | 2014-10-08 | 国家电网公司 | SNMPV3-based 3D monitoring machine room construction structure |
| CN204102464U (en) * | 2014-08-26 | 2015-01-14 | 蔡权 | Sliding-type shock insulation building structure |
| CN204876158U (en) * | 2015-04-08 | 2015-12-16 | 杭州天象声学技术有限公司 | Damping sound insulation wall body |
| CN204850128U (en) * | 2015-05-23 | 2015-12-09 | 茅金声 | A wall body that is used for buildding fast steel and constructs room |
| CN204715571U (en) * | 2015-06-05 | 2015-10-21 | 中建四局第一建筑工程有限公司 | A kind of high residential building energy-dissipating and shock-absorbing wall |
| CN204754939U (en) * | 2015-07-22 | 2015-11-11 | 武汉理工大学 | Underground structure high damping subtracting shock insulation structure |
| CN105133743B (en) * | 2015-09-24 | 2017-04-05 | 同济大学 | Non-linear tunable matter fluid damper |
| CN205152774U (en) * | 2015-10-21 | 2016-04-13 | 华北水利水电大学 | Harmonious mass damper of assembled current vortex |
| CN105544765B (en) * | 2016-01-26 | 2017-09-29 | 广州大学 | A kind of bidirectional sliding rail support carriers suitable for mass tuning control system |
| CN205875450U (en) * | 2016-07-08 | 2017-01-11 | 贵州理工学院 | Harmonious quality type surrender energy dissipation shock attenuation wall device |
-
2016
- 2016-07-08 CN CN201810262099.0A patent/CN108442567B/en active Active
- 2016-07-08 CN CN201810261976.2A patent/CN108396884B/en active Active
- 2016-07-08 CN CN201810262098.6A patent/CN108487496B/en active Active
- 2016-07-08 CN CN201610533008.3A patent/CN106088391B/en not_active Expired - Fee Related
- 2016-07-08 CN CN201810262009.8A patent/CN108487495B/en not_active Expired - Fee Related
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005299173A (en) * | 2004-04-09 | 2005-10-27 | Taisei Corp | Aseismatic structure of towering construction |
| CN101476354A (en) * | 2009-01-16 | 2009-07-08 | 北京工业大学 | Frequency-modulation mass anti-flection support |
| CN103046661A (en) * | 2012-05-09 | 2013-04-17 | 北京江河幕墙股份有限公司 | Single-cable net curtain wall damping device and damper |
| CN204212285U (en) * | 2014-09-28 | 2015-03-18 | 中国建筑股份有限公司 | A kind of novel bottom punches and is with the precast concrete shear wall plate of energy-dissipating device |
| CN105019571A (en) * | 2015-07-08 | 2015-11-04 | 上海大学 | Viscous damping wall |
| CN205100387U (en) * | 2015-10-30 | 2016-03-23 | 郑州大学 | Adjustable damping shock -absorbing structure |
| CN105239695A (en) * | 2015-11-09 | 2016-01-13 | 同济大学建筑设计研究院(集团)有限公司 | Elbow joint type deformation magnifying device |
| CN105672516A (en) * | 2016-03-10 | 2016-06-15 | 苏州科技学院 | Integrated tuned mass damping wall |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113089866A (en) * | 2021-03-18 | 2021-07-09 | 兰州大学 | Civil engineering shock attenuation component |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106088391A (en) | 2016-11-09 |
| CN108396884A (en) | 2018-08-14 |
| CN108487496A (en) | 2018-09-04 |
| CN106088391B (en) | 2018-09-21 |
| CN108442567B (en) | 2019-11-08 |
| CN108396884B (en) | 2019-09-27 |
| CN108487496B (en) | 2019-11-26 |
| CN108487495B (en) | 2020-05-22 |
| CN108442567A (en) | 2018-08-24 |
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