CN205804661U - Girder truss and the energy dissipating attachment structure of external surrounding frame trestle in framework core wall structure - Google Patents
Girder truss and the energy dissipating attachment structure of external surrounding frame trestle in framework core wall structure Download PDFInfo
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- CN205804661U CN205804661U CN201620508191.7U CN201620508191U CN205804661U CN 205804661 U CN205804661 U CN 205804661U CN 201620508191 U CN201620508191 U CN 201620508191U CN 205804661 U CN205804661 U CN 205804661U
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- girder truss
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- external surrounding
- viscoelastic damper
- surrounding frame
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Abstract
The utility model discloses girder truss and the energy dissipating attachment structure of external surrounding frame trestle in a kind of framework core wall structure, it is characterised in that described energy dissipating attachment structure includes a viscoelastic damper；This viscoelastic damper level is located between the girder truss stretched outside Core Walls Structure and external surrounding frame trestle, and its two pieces connect end plates, and one piece fixing is connected near one of frame column with described girder truss, and another block is fixed with the side of frame column and is connected.In framework core wall structure described in the utility model, girder truss can effectively avoid the rigidity of structure discontinuous with the energy dissipating attachment structure of external surrounding frame trestle, the generation of rigidity of structure jumping phenomenon；Making structure i.e. have preferable lateral resisting ability, effectively can dissipate again in earthquake seismic energy, reaches energy-dissipating and shock-absorbing purpose.
Description
Technical field
This utility model relates to buildings in general structure, is particularly used for Frame-Shear wall system enhancement Layer
Girder truss and the attachment structure of external surrounding frame trestle.
Background technology
Frame-Shear wall system is the main flow version that high-rise building is widely used in the world, due to structure
Too high, structure upper easily produces excessive displacement under lateral load (such as wind load), therefore in Frame-Shear wall system
In generally use the method that enhancement Layer is set to carry out control structure lateral displacement.So-called enhancement Layer is Core Walls Structure and outer framework post
Between the floor of girder truss (also referred to as semi-girder truss) of both connections is set, semi-girder truss is connected between Core Walls Structure and frame column
Can be used for the stress both coordinating and deformation, form space-load mechanism, structure can be made to obtain good lateral resisting ability.But
Rigidity enhancement Layer can make rigidity of structure increase cause the cycle to shorten, seismic force increases, and the rigidity up and down simultaneously making structure is discontinuous,
And occur obvious rigidity to suddenly change near enhancement Layer, under geological process, necessarily cause structural internal force sudden change and overall structure
The change of force path, so that structural damage is easier to concentrate near enhancement Layer, forms weak floor, is unfavorable for structure
Anti-seismic performance.Therefore, existing semi-girder lattice construction is improved, it is ensured that the safety of high-rise building, effectively solve semi-girder
Rigidity mutation problems at truss so that this truss shakes and/or under geological process, rigidity is moderate at wind, and can consume in large quantities
Energy, improves the anti-seismic performance of agent structure, and the construction for actual super high rise structure is significant.
Summary of the invention
Technical problem to be solved in the utility model is to provide girder truss and external surrounding frame in a kind of Frame-Shear wall
The energy dissipating attachment structure of trestle, this energy dissipating attachment structure can effectively avoid the rigidity of structure discontinuous, rigidity of structure jumping phenomenon
Generation；Making structure i.e. have preferable lateral resisting ability, effectively can dissipate again in earthquake seismic energy, reaches energy dissipating and subtracts
Shake purpose.
This utility model solves the technical scheme of above-mentioned technical problem:
Girder truss and the energy dissipating attachment structure of external surrounding frame trestle in a kind of Frame-Shear wall, it is characterised in that
Described energy dissipating attachment structure includes a viscoelastic damper；This viscoelastic damper level is located at outside Core Walls Structure
Between girder truss and external surrounding frame trestle that side is stretched, its two pieces connect end plates, one piece with described girder truss near frame column
One fixing connection, another block is fixing with the side of frame column to be connected.
Girder truss and the energy dissipating attachment structure of external surrounding frame trestle in Frame-Shear wall described in the utility model, wherein
Described viscoelastic damper is common viscoelastic damper or lead for retractable pencil viscoelastic damper.The size of these two kinds of antivibrators and power
Learn performance parameter to be all determined by design and test, and consider its impact on structure when structural damping is analyzed.
The form of described girder truss can be interconnection system in the middle of single-point top interconnection system, single-point bottom interconnection system or single-point.Real
Can on-demand reasonable selection in the engineering of border.
The form of described Core Walls Structure can be Reinforced Concrete Core Walls Structure, Steel frame-brace system Core Walls Structure or steel frame-steel
Plate shear wall Core Walls Structure.Can on-demand reasonable selection in Practical Project.
This utility model has the advantages that
(1) this utility model utilizes viscoelastic damper truss frame for connecting beam and external surrounding frame trestle, and enhancement Layer can be avoided firm
Property the excessive rigidity up and down causing structure discontinuous, the phenomenon of rigidity of structure sudden change occurs, and reduces the possibility that weak floor is formed.
(2) viscoelastic damper described in can provide certain additional stiffness and resistance for structure under small earthquake and wind shake
Buddhist nun, makes structure have good lateral resistant ability；Effectively can be dissipated in violent earthquake seismic energy, reaches energy-dissipating and shock-absorbing purpose.
(3) viscoelastic damper both direction in face has identical mechanical property, in the range of ultimate bearing capacity
Can simultaneously tension and compression and detrusion in bearing plane, be not susceptible to unstability outside face, stable performance.
(4) can repair after energy dissipating attachment structure described in the utility model shake, provide hardware guarantee for structure restorability,
There is good economy and feasibility.
Accompanying drawing explanation
Fig. 1～2 is that in Frame-Shear wall described in the utility model, girder truss is connected knot with the energy dissipating of external surrounding frame trestle
The structural representation of one specific embodiment of structure, wherein, Fig. 1 is front view, and Fig. 2 is the enlarged drawing of local I in Fig. 1.
Fig. 3～5 is Fig. 1～the structural representation of lead for retractable pencil viscoelastic damper in 2 illustrated embodiments, and wherein Fig. 3 is main regarding
Figure, Fig. 4 is the A-A sectional view of Fig. 3, and Fig. 5 is the enlarged drawing of local II in Fig. 4.
Fig. 6 is girder truss and the energy dissipating attachment structure of external surrounding frame trestle in Frame-Shear wall described in the utility model
The structural representation of another specific embodiment.
Fig. 7～8 is the structural representation of common viscoelastic damper in embodiment illustrated in fig. 6, and wherein, Fig. 7 is front view,
Fig. 8 is the B-B sectional view of Fig. 7.
Fig. 9 is girder truss and the energy dissipating attachment structure of external surrounding frame trestle in Frame-Shear wall described in the utility model
The structural representation of another specific embodiment.
Detailed description of the invention
Example 1
Seeing Fig. 1～2, the energy dissipating attachment structure in this example includes that one is located at girder truss 3 and peripheral huge reinforcing bar coagulation
Viscoelastic damper 4 between soil frame column 2；Described girder truss 3 is interconnection system in the middle of single-point, by horizontal chord member, vertical web member
Forming with oblique web member, this girder truss 3 is through the enhancement Layer both sides of Core Walls Structure 1, and girder truss 3 both ends horizontal extends near framework
The side of post 2；Described Core Walls Structure 1 is Reinforced Concrete Core Walls Structure.The side of described frame column 2 is provided with built-in fitting 2-2, and this is pre-buried
Part 2-2 is welded on the reinforcing bar 2-1 of frame column 2；Described viscoelastic damper 4 level be located at described girder truss 3 and frame column 2 it
Between.
Seeing Fig. 3～5, the viscoelastic damper 4 used in this example is lead for retractable pencil viscoelastic damper, this lead for retractable pencil viscoelasticity
Antivibrator includes the constraint steel plate 4-2 and the shearing steel plate 4-3 of 2 pieces of rectangles overlapping on 3 pieces of rectangles together, any two adjacent
Between the constraint steel plate 4-2 that between constraint steel plate 4-2, one piece of shearing steel plate 4-3 of sandwiched, each piece of shearing steel plate 4-3 are adjacent
It is provided with compound viscoelasticity layer 4-4；Described compound viscoelasticity layer 4-4 is thin by the 5 pieces of viscous-elastic material layer 4-8 overlapped successively and 4 pieces
Steel plate 4-9 sulfuration is formed by connecting；Constraint steel plate 4-2 that the both sides of described compound viscoelasticity layer 4-4 are adjacent respectively or shearing
Steel plate 4-3 sulfuration links together.Described lead for retractable pencil viscoelastic damper also includes that two pieces connect end plate 4-1 and four lead for retractable pencil 4-6；
Described constraint steel plate 4-2 and shearing steel plate 4-3 be connected with two pieces respectively end plate 4-1 connect, and, described constraint steel plate 4-2 with
Between the connection end plate 4-1 being connected on shearing steel plate 4-3 and described shearing steel plate 4-3 be connected to retrain on steel plate 4-2
Connect the gap being equipped with 40mm between end plate 4-1.It is equipped with bolt hole 4-5 on the two pieces of connection end plate 4-1 told.Described four
Root lead for retractable pencil 4-6 vertically passes through described constraint steel plate 4-2, shearing steel plate 4-3 and compound viscoelasticity layer 4-4, and solid by capping 4-7
Determine to live.
See Fig. 1～2, and combine Fig. 3, two pieces of connection end plate 4-1 of described viscoelastic damper 4, one piece and described purlin
Set a roof beam in place and 3 connect by high-strength bolt is fixing near the middle part of the other end of frame column 2, set by another block and frame column 2 side
Built-in fitting 2-2 connect by high-strength bolt is fixing, and make described constraint steel plate 4-2 and shearing steel plate 4-3 be perpendicular to level
Face.
Example 2
Seeing the girder truss 3 in Fig. 6, this example is single-point bottom interconnection system.
Seeing Fig. 7～8, the viscoelastic damper 4 in this example is common viscoelastic damper, this viscoelastic damper 4 by
Constraint steel plate 4-2, shearing steel plate 4-3, connection end plate 4-1 and viscous-elastic material layer 4-4 composition.
In this example, other embodiment other than the above is same as Example 1.
Example 3
Seeing Fig. 9, this example is with the difference of example 1, and in this example, Core Walls Structure 1 uses concrete-filled steel tubular frame-support system,
Girder truss 3 is single-point top interconnection system.The lead viscoelasticity damping that lead for retractable pencil viscoelastic damper structure in this example and example 1 are used
Device is identical.
In this example, other embodiment other than the above is same as Example 1.
Claims (2)
1. girder truss and the energy dissipating attachment structure of external surrounding frame trestle in a Frame-Shear wall, it is characterised in that
Described energy dissipating attachment structure includes a viscoelastic damper；This viscoelastic damper level is located at stretches outside Core Walls Structure
Between girder truss and external surrounding frame trestle out, its two pieces connect end plates, one piece with described girder truss near of frame column
Fixing connection, another block is fixing with the side of frame column to be connected.
In a kind of Frame-Shear wall the most according to claim 1, girder truss is connected knot with the energy dissipating of external surrounding frame trestle
Structure, it is characterised in that described viscoelastic damper is common viscoelastic damper or lead for retractable pencil viscoelastic damper.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620508191.7U CN205804661U (en) | 2016-05-28 | 2016-05-28 | Girder truss and the energy dissipating attachment structure of external surrounding frame trestle in framework core wall structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620508191.7U CN205804661U (en) | 2016-05-28 | 2016-05-28 | Girder truss and the energy dissipating attachment structure of external surrounding frame trestle in framework core wall structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107143189A (en) * | 2017-07-19 | 2017-09-08 | 成都市新筑路桥机械股份有限公司 | A kind of shearing lead for retractable pencil damper |
| CN109519025A (en) * | 2018-12-18 | 2019-03-26 | 西安建筑科技大学 | A kind of scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system |
| CN113374109A (en) * | 2021-07-07 | 2021-09-10 | 北京市建筑设计研究院有限公司 | Seesaw type amplification energy dissipation extension arm capable of preventing external instability |
| CN113863528A (en) * | 2021-10-09 | 2021-12-31 | 同济大学 | Assembled energy dissipation cantilever structure system |
-
2016
- 2016-05-28 CN CN201620508191.7U patent/CN205804661U/en active Active
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107143189A (en) * | 2017-07-19 | 2017-09-08 | 成都市新筑路桥机械股份有限公司 | A kind of shearing lead for retractable pencil damper |
| CN109519025A (en) * | 2018-12-18 | 2019-03-26 | 西安建筑科技大学 | A kind of scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system |
| CN109519025B (en) * | 2018-12-18 | 2023-07-25 | 西安建筑科技大学 | Energy dissipation and shock absorption system for cantilever truss of scissor supporting mechanism |
| CN113374109A (en) * | 2021-07-07 | 2021-09-10 | 北京市建筑设计研究院有限公司 | Seesaw type amplification energy dissipation extension arm capable of preventing external instability |
| CN113863528A (en) * | 2021-10-09 | 2021-12-31 | 同济大学 | Assembled energy dissipation cantilever structure system |
| CN113863528B (en) * | 2021-10-09 | 2022-12-16 | 同济大学 | Assembled energy dissipation cantilever structure system |
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