CN206245830U - A kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure - Google Patents
A kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure Download PDFInfo
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- CN206245830U CN206245830U CN201621257300.9U CN201621257300U CN206245830U CN 206245830 U CN206245830 U CN 206245830U CN 201621257300 U CN201621257300 U CN 201621257300U CN 206245830 U CN206245830 U CN 206245830U
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Abstract
The utility model is related to a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure, including multiple gravity posts, gravity beam, bracing members and the damping unit being arranged on the bracing members framework Core Walls Structure, gravity beam is arranged on gravity post, and form multiple tubular structures with gravity column combination, bracing members are arranged on the side wall of tubular structure, and damping unit is made up of deformation amplifier, velocity correlation type energy consumer and buckling restrained brace.Compared with prior art, the utility model can coordinate Core Walls Structure and damper collective effect, improve overall resistance external load ability, while having multiple tracks vibration damping defence line, can adapt to varying strength earthquake, and easy to maintenance, and safety of structure and comfortableness are high.
Description
Technical field
The utility model belongs to technical field of structural engineering, and in particular to a kind of hybrid energy dissipation vibration-damp steel support frame core
Cylinder.
Background technology
Passive energy dissipation technology is one of more ripe new and high technology of current world's earthquake engineering circle popularization and application, beautiful
State seismological expert is referred to as " one of the 40 Nian Lai worlds most important achievements of earthquake engineering ".
Meanwhile, it is widely used in high-rise framework Core Walls Structure, limited in one's ability, the exclusive use of its resistance external load, very
Difficulty meets the anti-side requirement of super-high structure.If individually using Frame-Shear wall, Core Walls Structure is used as the first line of defence, it is desirable to
Core Walls Structure as an independent cantilever tube structure system, must can share the shearing of the overwhelming majority and most topple
It is difficult to meet lateral resisting requirement in moment of flexure, but Practical Project.
Therefore in Practical Project, generally require to add damping unit, external load is resisted jointly.Due to currently known core
Cylinder uses concrete structure, so, a kind of damping scheme is that energy-dissipating and shock-absorbing semi-girder purlin is connected between Core Walls Structure and peripheral frame
Frame, and efficiency shock ring band truss is set on outer frame column, this scheme is disappeared by being set between Core Walls Structure and outer framework
Can damping enhancement layer improve structural damping performance, effect is limited, and, currently known passive energy dissipation scheme is mostly Bian
The vibration damping control of structure is carried out with single type damper, there are many weak points：(1) ground of varying strength can not be adapted to
Shake, the scope of application is small.(2) it is single due to passive energy dissipation equipment so that safety of structure and comfortableness are poor.(3) not side is safeguarded
Just.
The content of the invention
The purpose of this utility model is exactly that providing one kind can coordinate for the defect that overcomes above-mentioned prior art to exist
Core Walls Structure and damper collective effect, improve overall resistance external load ability, while having multiple tracks vibration damping defence line, can adapt to not
It is with intensity earthquake and easy to maintenance, safety of structure and comfortableness hybrid energy dissipation vibration-damp steel support frame Core Walls Structure high.
The purpose of this utility model can be achieved through the following technical solutions：
A kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure, including multiple gravity posts, gravity beam, bracing members and be arranged on
Damping unit on the bracing members framework Core Walls Structure, described gravity beam is arranged on gravity post, and is formed with gravity column combination
Multiple tubular structures, described bracing members are arranged on the side wall of tubular structure, and described damping unit is by deformation amplifier, speed
Degree relationship type energy consumer and buckling restrained brace composition.
Used as preferred technical scheme, described deformation amplifier and velocity correlation type energy consumer are in choice arrangement position
When, meet following condition：
(1) meet building function and the requirement that punches, choose the outer wall displacement of Core Walls Structure；
(2) it is easy to damping unit later maintenance；
(3) according to power consumption sort result, the big position of energy consumption can chosen in the case that cloth position is abound with.
Used as preferred technical scheme, described deformation amplifier is toggle joint type deformation amplifier, single for increasing damping
The relative deformation at first two ends, increases damping unit energy consumption.
Used as further preferred technical scheme, described toggle joint type deformation amplifier is Chinese patent
Toggle joint type deformation amplifier disclosed in ZL201520886649.8.
Used as preferred technical scheme, described velocity correlation type energy consumer is 0.40~0.50, resistance from damping exponent
Buddhist nun's coefficient C=5500~6500kN/ (m/s)0.45Viscous damping wall.
Because viscous damping wall is not as viscous damper equally using the cavity of high pressure sealing, its damping exponent cannot do
To smaller value.With reference to the product information that current domestic external damping wall manufacturer provides, various factors is considered, choose above-mentioned
The viscous damping wall of numerical intervals.
Used as preferred technical scheme, the position selection of described buckling restrained brace is being abound with the model of bracing members
Down cut deforms big position.
Used as preferred technical scheme, it is 0.25~0.35 that described buckling restrained brace chooses post-yield stiffness ratio, is bent
Take the buckling restrained brace that index is 2.0~3.0.
Used as preferred technical scheme, described gravity post is steel column or steel core concrete column, and described gravity beam is steel
Beam.
Used as preferred technical scheme, the arrangement of described gravity post is adjusted according to building requirements, and distribution is in nine palaces
Lattice is three-back-shaped, and Core Walls Structure takes in successively from bottom to up, and the number of gravity post is gradually decreased therewith.
As preferred technical scheme, Core Walls Structure take in successively from bottom to up to be formed low area's Core Walls Structure, middle area's Core Walls Structure and
Area's Core Walls Structure high；
When the distribution of gravity post is in nine grids type, the tubular structure of described low area's Core Walls Structure is distributed in 3 × 3 in the plane
Square formation, described middle area's Core Walls Structure takes in be formed on the basis of low area's Core Walls Structure, and the tubular structure of middle area's Core Walls Structure is provided with 5
Individual, distribution in the plane is in cross, and described area's Core Walls Structure high continues to take on the basis of middle area's Core Walls Structure, area's core high
The tubular structure of cylinder is provided with one；
When the distribution of gravity post is in three-back-shaped, the tubular structure distribution of described low area's Core Walls Structure is in 4 × 4 matrix, institute
Shu Zhong areas Core Walls Structure takes in be formed, described height on the basis of low area's Core Walls Structure by four angles to low area's Core Walls Structure
Area's Core Walls Structure takes on the basis of middle area's Core Walls Structure, and the tubular structure of area's Core Walls Structure high is provided with four, and distribution in the plane is in 2
× 2 square formation.
The technical solution of the utility model, it is contemplated that collaborative work of the damping unit in bracing members framework Core Walls Structure
Can, according to the characteristic of every class damper, select most sharp position so that can under outer load action per class damper
Maximum power consumption effect is played, so as to substantially increase the ability that bracing members framework Core Walls Structure resists external load.
The hybrid energy dissipation vibration damping scheme of strip support frame Core Walls Structure of the present utility model, has cooperateed with Core Walls Structure in itself and has hindered
The effect of Buddhist nun's device, substantially increases the ability of overall resistance external load, the strip support frame Core Walls Structure that the utility model is related to
Hybrid energy dissipation vibration damping scheme damping effect is more obvious compared to existing technology.
Compared with prior art, the utility model has the advantages that：
(1) the utility model use strip support frame Core Walls Structure hybrid energy dissipation vibration damping scheme, cooperateed with Core Walls Structure,
The collective effect of damper, substantially increases the ability of overall resistance external load.
(2) the utility model is using toggle joint type deformation amplifier, viscous damping wall and buckling restrained brace mixing vibration damping
Method, toggle joint type deformation amplifier, viscous damping wall are mainly used to reduce seismic response, and buckling restrained brace is mainly used to control
Malformation.Toggle joint type damper, viscous damping wall can consume energy under small shake, reduce geological process, be conducive to saving material
Material consumption, and buckling restrained brace is surrendered in, under big shake, joint toggle joint type deformation amplifier, viscous damping wall consume energy jointly,
Protection agent structure, so two class dampers can stage by stage be surrendered under varying strength earthquake, this also better conforms to " multiple tracks
The requirements for fortification against earthquake in defence line ".
(3) the utility model is used toggle joint type deformation amplifier, viscous damping wall and buckling restrained brace, the choosing of its position
Select in the outer wall displacement of Core Walls Structure, building function is met and the demand that punches, while being easy to damper later maintenance.
(4) the utility model can just be played using toggle joint type deformation amplifier, viscous damping wall under less wind load
Passive energy dissipation is acted on so that wind induced structural vibration comfort level performance meets target, substantially increases the security of structure, comfortable
Property.
(5) using toggle joint type deformation amplifier, viscous damping wall in, under violent earthquake, its damping force is or not the utility model
Can be increased considerably with load action, improve the security of agent structure.
(6) quantity and tonnage of the buckling restrained brace that the utility model is used are relatively low, it is expected to avoid pure displacement type
The problems such as larger that the damper vibration damping rigidity of structure is larger, geological process is larger, damper is exerted oneself.
Brief description of the drawings
Fig. 1 is the structural representation of the utility model strip support frame Core Walls Structure；
Fig. 2 is the connection diagram that the utility model toggle joint type deforms amplifier；
Fig. 3 is the connection diagram of viscous damping wall of the present utility model；
Fig. 4 is the connection diagram of buckling restrained brace of the present utility model；
Fig. 5 is mixing vibration damping scheme arrangement floor schematic diagram of the present utility model；
Fig. 6 (I) is that the position plane of toggle joint type deformation amplifier in mixing vibration damping scheme of the present utility model is illustrated
Figure, Fig. 6 (II) be a of toggle joint type deformation amplifier position in Fig. 6 (I) to elevational schematic view, Fig. 6 (III) is Fig. 6 (I)
The b of middle toggle joint type deformation amplifier position is to elevational schematic view；
Fig. 7 (I) is the position floor map of viscous damping wall in mixing vibration damping scheme of the present utility model, Fig. 7
(II) it is a of viscous damping wall position in Fig. 7 (I) to elevational schematic view, Fig. 7 (III) is viscous damping wall in Fig. 7 (I)
The b of position is to elevational schematic view；
Fig. 8 is buckling restrained brace position floor map, Fig. 8 (II) in mixing vibration damping scheme of the present utility model
Be a of buckling restrained brace position in Fig. 8 (I) to elevational schematic view, Fig. 8 (III) is buckling restrained brace in Fig. 8 (I)
The b of position is to elevational schematic view；
Fig. 9 is the effectiveness in vibration suppression figure of mixing vibration damping scheme of the present utility model.
In figure, 1 is gravity post, and 2 is gravity beam, and 21 is connection auxiliary girder, and 3 is bracing members, and 4 is that toggle joint type deforms amplifier, 5
It is viscous damping wall, 6 is buckling restrained brace, and 7 is huge post, and 8 is annulus truss, and 801 is the 6th section, and 802 is SECTOR-SEVEN section,
803 is Section Eight section.
Specific embodiment
The utility model is described in detail with specific embodiment below in conjunction with the accompanying drawings.The present embodiment is with the utility model
Implemented premised on technical scheme, given detailed implementation method and specific operating process, but guarantor of the present utility model
Shield scope is not limited to following embodiments.
Embodiment 1
A kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure, including multiple gravity posts 1, gravity beam 2, bracing members 3 and set
The damping unit on the bracing members framework Core Walls Structure is put, gravity beam 2 is arranged on gravity post 1, and combines formation with gravity post 1
Multiple tubular structures, bracing members 3 are arranged on the side wall of tubular structure, and damping unit is consumed by deformation amplifier, velocity correlation type
Energy device and buckling restrained brace 6 are constituted, and as shown in Fig. 1~5, the utility model uses a kind of hybrid energy dissipation vibration-damp steel support frame
Core Walls Structure, damping unit is connected on bracing members framework Core Walls Structure, and the power consumption for being better achieved under external load effect subtracts
Bestir oneself use.The hybrid energy dissipation vibration damping scheme of strip support frame Core Walls Structure, it is contemplated that damping unit is in bracing members framework Core Walls Structure
Interior cooperative work performance, according to the characteristic of every class damper, selects best position so that per class damper outside
The power consumption effect of maximum can be played under load action, so as to substantially increase bracing members framework Core Walls Structure resistance external load
Ability.
Gravity post 1 is steel column or steel core concrete column, and gravity beam 2 is girder steel, and the arrangement of gravity post 1 is entered according to building requirements
Row regulation, distribution is in nine grids type or three-back-shaped, and Core Walls Structure takes in successively from bottom to up, and the number of gravity post gradually subtracts therewith
It is few.Specifically, Core Walls Structure takes in form low area's Core Walls Structure, middle area's Core Walls Structure and area's Core Walls Structure high from bottom to up successively；Work as gravity
When post distribution is in nine grids type, the tubular structure of low area's Core Walls Structure is distributed in 3 × 3 square formation in the plane, and middle area's Core Walls Structure exists
Take in be formed on the basis of low area's Core Walls Structure, the tubular structure of middle area's Core Walls Structure is provided with 5, distribution in the plane is in cross height
Area's Core Walls Structure continues to take on the basis of middle area's Core Walls Structure, and the tubular structure of area's Core Walls Structure high is provided with one；When gravity post point
When cloth is in three-back-shaped, the tubular structure distribution of low area's Core Walls Structure is in 4 × 4 matrix, base of the middle area's Core Walls Structure in low area's Core Walls Structure
On plinth, take in be formed by four angles to low area's Core Walls Structure, area's Core Walls Structure high takes on the basis of middle area's Core Walls Structure, area high
The tubular structure of Core Walls Structure is provided with four, and distribution in the plane is in 2 × 2 square formation.
Deformation amplifier and velocity correlation type energy consumer meet following condition at choice arrangement position：
(1) meet building function and the requirement that punches, choose the outer wall displacement of Core Walls Structure；
(2) it is easy to damping unit later maintenance；
(3) according to power consumption sort result, the big position of energy consumption can chosen in the case that cloth position is abound with.
That is：Deformation amplifier and velocity correlation type energy consumer are meeting building function and the situation of the requirement that punches
Under, it is arranged in Core Walls Structure exterior wall and is easy to the position of later maintenance, can be in the case that cloth position is abound with, according to power consumption result
Sequence, chooses forward position.
Deformation amplifier is that toggle joint type deforms amplifier 4, and the relative deformation for increasing damping unit two ends increases damping
Unit energy consumption energy consumption.Toggle joint type deformation amplifier is that the toggle joint type deformation disclosed in Chinese patent ZL 201520886649.8 is put
Big device.Velocity correlation type energy consumer is 0.40~0.50, damped coefficient C=5500~6500kN/ (m/s from damping exponent
)0.45Viscous damping wall 5.Because viscous damping wall 5 is not as viscous damper equally using the cavity of high pressure sealing, its resistance
Buddhist nun's index cannot accomplish smaller value.With reference to the product information that current domestic external damping wall manufacturer provides, consider various
Factor, chooses the viscous damping wall 5 of above-mentioned numerical intervals.The position selection of described buckling restrained brace 6 is being abound with steel
The model down cut of support deforms big position.It is 0.25~0.35 that buckling restrained brace 6 chooses post-yield stiffness ratio, and surrender refers to
Number is 2.0~3.0 buckling restrained brace 6.
The utility model is using toggle joint type deformation amplifier 4, viscous damping wall 5 and the mixing vibration damping of buckling restrained brace 6
Method, toggle joint type deformation amplifier, viscous damping wall are mainly used to reduce seismic response, and buckling restrained brace is mainly used to control
Malformation.Toggle deformation amplifier, viscous damping wall can consume energy under small shake, reduce geological process, be conducive to saving
Material usage, and buckling restrained brace is surrendered in, under big shake, joint toggle joint type deformation amplifier, viscous damping wall consume jointly
Can, agent structure is protected, so two class dampers can stage by stage be surrendered under varying strength earthquake, this is also better conformed to
The requirements for fortification against earthquake of " multiple defence line ".
As shown in figures 5-8, the utility model is used toggle joint type deformation amplifier 4, viscous damping wall 5 and buckling-restrained
Support 6, its position selection meets building function and the demand that punches, while being easy to the damper later stage in the outer wall displacement of Core Walls Structure
Safeguard.
In general, the toggle joint type deformation damping exponent of amplifier 4 is smaller, and damper is more early to play a role, its energy consumption effect
Better.When α=1, damping force is linear with speed；And with α close to 0, damping force has to slow down and with speed increase
Gesture, damping force deformation relationship close to rectangle (energy consumption effect is optimal), while to ensure in less wind load bottombearing damper just
Can play a role, and the damping force in the case where middle violent earthquake is acted on can be controlled not increase too fast, according to considerations above factor, present case
Middle selection toggle joint type deforms damping exponent α=0.3 of amplifier 4.
The damped coefficient C of toggle joint type deformation amplifier 4 used can not be too big, and damped coefficient crosses conference causes damper to go out
Power is too big, beyond the scope of application of product；The value of damped coefficient C will cause that wind induced structural vibration comfort level performance meets expection simultaneously
Target.By multiple tentative calculation and analysis, determine that damped coefficient is C=5500kN/ (m/s)0.3。
As shown in Fig. 2 toggle joint type deformation amplifier 4 is connected into the outer wall displacement of Core Walls Structure, its type of attachment such as Fig. 2 institutes
Show, be connected with gravity beam 2 and gravity post 1, can centralized arrangement in some areas, it is to avoid the influence to user, meanwhile, be easy to the later stage
Maintenance and maintenance.
As shown in figure 3, viscous damping wall is connected between upper and lower flooring, upper and lower ends respectively by connect auxiliary girder 21 with
Gravity beam 2 is connected, because viscous damping wall is not as toggle joint type deformation amplifier equally using the cavity of high pressure sealing, its damping
Index cannot accomplish smaller value.With reference to the product information that current domestic external damping wall manufacturer provides, the present embodiment takes viscous
The damping exponent for damping wall is α=0.45, damped coefficient C=6000kN/ (m/s)0.45。
The position of buckling restrained brace 6 should select to deform big position in the model down cut for being abound with conventional steel brace 3.This reality
It is 0.03 to apply example and choose its parameter to choose post-yield stiffness ratio, and yield index is 2.0, and type of attachment is as shown in Figure 4.
As shown in figure 5, above-mentioned three kinds of damping units are arranged in into the outer wall displacement of Core Walls Structure, Core Walls Structure is externally provided with multiple huge posts
7, the present embodiment is provided with eight annulus truss 8 along short transverse so that Core Walls Structure forms 9 areas along short transverse from top to bottom
Section, sets surrender constraint support 6 on the Core Walls Structure of the 6th section 801, viscous damping wall is set on the Core Walls Structure of SECTOR-SEVEN section 802
5, toggle joint type deformation amplifier 4, three kinds of specific position such as Fig. 6 of damping unit are set on the Core Walls Structure of Section Eight section 803
Shown in~8.
As can be seen from figures 6 to 8, above-mentioned three kinds of damping units are arranged in the outer wall displacement of Core Walls Structure, are provided according to wind tunnel test
Acceleration Control direction high building top wind load time-history be input to structure in carry out wind-induced vibrating comfort analysis.
Mixing vibration damping scheme damping rate is can be seen that up to 56% from result of calculation Fig. 9, it is as shown in table 1 below.
Table 1
| 10 years one loads to the wind | Damping rate | |||
| Hotel's highest uses layer | 0.43 | 0.19 | 0.28 | 56% |
| Apartment highest uses layer | 0.33 | 0.15 | 0.20 | 55% |
The above-mentioned description to embodiment is to be understood that and use invention for ease of those skilled in the art.It is ripe
The personnel for knowing art technology obviously can easily make various modifications to these embodiments, and general original described herein
Ought to use in other embodiment without by performing creative labour.Therefore, the utility model is not limited to above-described embodiment, this
Art personnel do not depart from improvement that the utility model category made and modification all should according to announcement of the present utility model
Within protection domain of the present utility model.
Claims (9)
1. a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure, it is characterised in that including multiple gravity posts, gravity beam, steel branch
The damping unit on the bracing members framework Core Walls Structure is supportted and is arranged on, described gravity beam is arranged on gravity post, and and gravity
Column combination forms multiple tubular structures, and described bracing members are arranged on the side wall of tubular structure, and described damping unit is by becoming
Shape amplifier, velocity correlation type energy consumer and buckling restrained brace composition.
2. a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure according to claim 1, it is characterised in that described change
Shape amplifier and velocity correlation type energy consumer are arranged in the outer wall displacement of Core Walls Structure.
3. a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure according to claim 1 and 2, it is characterised in that described
Deformation amplifier for toggle joint type deform amplifier, the relative deformation for increasing damping unit two ends, increase damping unit energy
Consumption.
4. a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure according to claim 1 and 2, it is characterised in that described
Velocity correlation type energy consumer from damping exponent be 0.40~0.50, damped coefficient C=5500~6500kN/ (m/s)0.45's
Viscous damping wall.
5. a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure according to claim 1, it is characterised in that described bends
The position selection of song constraint support deforms big position in the model down cut for being abound with bracing members.
6. a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure according to claim 5, it is characterised in that described bends
It is 0.25~0.35 that post-yield stiffness ratio is chosen in song constraint support, and yield index is 2.0~3.0 buckling restrained brace.
7. a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure according to claim 1, it is characterised in that described weight
Power post is steel column or steel core concrete column, and described gravity beam is girder steel.
8. a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure according to claim 1 or 7, it is characterised in that described
The arrangement of gravity post be adjusted according to building requirements, distribution is in nine grids type or three-back-shaped, and described Core Walls Structure knot
Structure system is taken in successively from bottom to up, and the number of gravity post is gradually decreased therewith.
9. a kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure according to claim 8, it is characterised in that Core Walls Structure knot
Structure system is taken in form low area's Core Walls Structure, middle area's Core Walls Structure and area's Core Walls Structure high from bottom to up successively；
When the distribution of gravity post is in nine grids type, the tubular structure of described low area's Core Walls Structure is distributed in 3 × 3 side in the plane
Battle array, described middle area's Core Walls Structure takes in be formed on the basis of low area's Core Walls Structure, and the tubular structure of middle area's Core Walls Structure is provided with 5,
Distribution in the plane is in cross, and described area's Core Walls Structure high continues to take on the basis of middle area's Core Walls Structure, area's Core Walls Structure high
Tubular structure be provided with one；
When the distribution of gravity post is in three-back-shaped, the tubular structure distribution of described low area's Core Walls Structure is in 4 × 4 matrix, described
Middle area's Core Walls Structure takes in be formed on the basis of low area's Core Walls Structure by four angles to low area's Core Walls Structure, described area's core high
Taken on the basis of Xin Tongzhong areas Core Walls Structure, the tubular structure of area's Core Walls Structure high is provided with four, distribution in the plane is in 2 × 2
Square formation.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107060452A (en) * | 2016-11-23 | 2017-08-18 | 同济大学建筑设计研究院(集团)有限公司 | A kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure |
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2016
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107060452A (en) * | 2016-11-23 | 2017-08-18 | 同济大学建筑设计研究院(集团)有限公司 | A kind of hybrid energy dissipation vibration-damp steel support frame Core Walls Structure |
| CN107060452B (en) * | 2016-11-23 | 2023-12-01 | 同济大学建筑设计研究院(集团)有限公司 | Mixed energy consumption vibration reduction steel support frame core tube |
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