CN209429305U - T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system - Google Patents
T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system Download PDFInfo
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- CN209429305U CN209429305U CN201822126899.8U CN201822126899U CN209429305U CN 209429305 U CN209429305 U CN 209429305U CN 201822126899 U CN201822126899 U CN 201822126899U CN 209429305 U CN209429305 U CN 209429305U
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Abstract
The utility model discloses a kind of T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing systems, and including the semi-girder truss being arranged between Core Walls Structure and frame column, semi-girder truss end connects a damping hinged by T shape lever and damper；Wherein T shape lever one end and semi-girder truss outer end are hinged, and the other end is column articulated with frame；The shape lever lower end T and damper are hinged, and damper elongated end is hinged on semi-girder truss outer end.Length and height and semi-girder truss depth, semi-girder pricncipal rafter by meeting T shape lever and damper connection realize the amplification of semi-girder lever from the relationship of Core Walls Structure extension elongation to improve the energy efficiency of damper.The displacement equations coefficient of the utility model can reach 10.0 or so, and Tthe utility model system good damping effect, work efficiency is high.
Description
Technical field
The utility model relates to civil structure engineering fields, especially subtract in a kind of T shape lever mechanism semi-girder truss energy dissipating
Shake system.
Background technique
With the quickening of Chinese society expanding economy and urbanization process, super high-rise building is quickly grown.In earthquake and
Under wind action, the energy comparison of building consumption itself is limited, generallys use energy-dissipating and shock-absorbing technology at present to dissipate or absorb
Energy in Seismic input structure.Anti-seismic performance and economy of the damper because that can effectively improve structure have gradually been applied to super
In high-rise building design.But the arrangement of damper is very big on the influence of its working efficiency, is usually sentenced with displacement equations coefficient f
The quality of disconnected damper working efficiency, traditional damper arrangement form mainly have diagonal strut (see Fig. 1), lasso trick deployment mechanism
(see Fig. 2), semi-girder truss end are vertically arranged (see Fig. 3) and herringbone supporting mechanism, and diagonal strut and herringbone support are to utilize knot
Structure interlayer shear deforms to play the effect of damper.The displacement equations coefficient f < 1 of diagonal mechanism and herringbone supporting mechanism, puts
Big coefficient is too small, and damping effect is bad.Damping effect to reach more satisfactory needs to arrange greater number of damper.
And project cost is improved in this way, it is less economical.And being vertically arranged damper in semi-girder truss end in enhancement layer is to utilize
Structural bending deforms to play the effect of damper, and the energy consumption effect of damper can be improved by the amplification of semi-girder lever
Rate, this kind arrange that damper displacement amplification coefficient f and boom reach and semi-girder truss depth are positively correlated.
Usually semi-girder truss is arranged at Architectural Equipment layer (or refuge story) in super high-rise building Frame-Shear wall system,
Form rigid enhancement layer, enhancing structure entirety anti-side rigidity and resistance to capsizing.But after being arranged in this way, the overall stiffness of structure becomes
The period is caused to shorten greatly, geological process increases, while can also cause Core Walls Structure internal force mutation, forms weak floor, causes Core Walls Structure
It destroys seriously, it is big that the later period repairs difficulty.In order to solve the problems, such as above structure Aseismic Design, need to carry out existing semi-girder truss
It improves.
Utility model content
To solve drawbacks described above existing in the prior art, the purpose of this utility model is to provide a kind of T shape Lever machines
Structure semi-girder truss energy-dissipating and shock-absorbing system arranges that damper forms a kind of semi-girder with damper in traditional rigid semi-girder truss
Truss (also known as flexible reinforcing layer)；And provide a kind of T form deformation amplification arrangement apparatus of amplifying energy consumption effect of damper；Two
Person combines and ultimately provides a kind of T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system, and the deployment mechanism is creatively by structure
Storey sidesway is effectively amplified at damper both ends, gives full play to the energy efficiency of damper, improves wind load and earthquake is made
With the additional damping ratio of flowering structure, damping effect is more preferable.To guarantee safety of the T shape lever under rarely occurred earthquake, it is ensured that damping
Device plays a role, and the utility model acts on unstability outside lower plane in rarely occurred earthquake come anti-locking apparatus using relevant construction measure.
The utility model is realized by following technical proposals.
A kind of T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system, including stretching between Core Walls Structure and frame column is arranged in
Arm truss, semi-girder truss end connect a damping hinged by T shape lever and damper；Wherein T shape lever one end with
Semi-girder truss outer end is hinged, and the other end is column articulated with frame；The shape lever lower end T and damper are hinged, and damper elongated end is hinged
In semi-girder truss outer end.
For above-mentioned technical proposal, there are also further preferred schemes for the utility model:
Preferably, the semi-girder truss includes top boom, lower boom and diagonal web member, and diagonal web member exists in diagonally opposing corner interconnection
Between top boom and lower boom；Semi-girder truss one end is connected with Core Walls Structure, at other end diagonal web member 11 and top boom interconnection
It is connected with end plate.
Preferably, the T shape lever includes T shape lever cross bar and T shape lever vertical bar, and T shape lever cross bar both ends lead to respectively
It crosses at otic placode and frame column and diagonal web member and top boom interconnection and connect；T shape lever vertical bar lower end passes through otic placode and damper
Hingedly.
Preferably, the otic placode includes first otic placode and second otic placode hinged with T shape lever cross bar both ends, and with resistance
The hinged third otic placode of Buddhist nun's device；The first otic placode other end hinged with T shape lever cross bar is connected with gusset plate on frame column is located at；
The hinged second otic placode other end and end plate connection with T shape lever cross bar；The third otic placode other end hinged with damper with stretch
The lower boom outer end of arm truss is connected.
Preferably, the end plate using welding or is bolted with the second otic placode；Second otic placode passes through rotation axis and T shape thick stick
Bar cross bar is hinged；The end plate other end is connect by welding with semi-girder truss outer end diagonal web member and top boom infall.
Preferably, the front and rear sides of the T shape lever vertical bar are symmetrically connected with anti-unstability plate, anti-unstability plate and T shape lever
The intermediate position of vertical bar is not connected to, and the top and bottom of anti-unstability plate are connect with T shape lever vertical bar respectively.
Preferably, the damper length L and T shape lever cross bar length R1, semi-girder pricncipal rafter are stretched out from Core Walls Structure
Length L2 and semi-girder truss lower boom should meet from Core Walls Structure extension elongation L3:
L=0.5R1+L2-L3.
Preferably, the displacement equations coefficient f of the damping and semi-girder truss depth L1, semi-girder pricncipal rafter are from core
Heart cylinder extension elongation L2, T shape lever cross bar length R1 and T shape lever vertical bar length R2 should meet:
F=L2R2/L1R1.
The utility model has the advantages that due to taking above technical scheme
1) the utility model arranges that damper forms a kind of semi-girder purlin with damper in traditional rigid semi-girder truss
Frame (also known as flexible reinforcing layer) had both solved the problems, such as the unfavorable Aseismic Design of above-mentioned rigid enhancement layer bring, and had given full play to damping
While the energy-dissipating and shock-absorbing effect of device, and the advantage of semi-girder truss can be played.
2) in super high-rise building, under earthquake and wind action, when internal core cylinder occurs bending and deformation, structure is produced
Raw relative storey displacement, drives semi-girder truss outer end to move up and down, and generates vertical deformation, which passes through T shape lever again
By displacement equations to damper both ends, the utility model finally makes relative storey displacement be transmitted to the both ends of damper, be done step-by-step by
The function of grade amplification.
3) it is directly combined relative to damper and semi-girder truss, identical quantity and identical damping is arranged in super high-rise building
When device parameter, this device can more increase the energy consumption of damper, improve the additional damping ratio of earthquake and wind action flowering structure,
Guarantee the safety of structure；Equally, the arrangement of damper can be reduced under identical earthquake and wind action for same structure
Quantity, to reduce project cost.
4) it is vertically arranged damper form in semi-girder truss end relative to enhancement layer, the utility model shock mitigation system can reach
5.0 times of damper displacement amplification coefficient are vertically arranged in semi-girder truss end into enhancement layer.Displacement equations coefficient can reach
10.0 or so, good damping effect, work efficiency is high.
Detailed description of the invention
Attached drawing described herein is used to provide a further understanding of the present invention, and is constituted part of this application,
It does not constitute improper limits to the present invention, in the accompanying drawings:
Fig. 1 is existing diagonally arranged mechanism structure schematic diagram；
Fig. 2 is existing lasso trick deployment mechanism structural schematic diagram；
Fig. 3 is the structural schematic diagram that existing semi-girder truss end is vertically arranged damper；
Fig. 4 is the structural front view of the utility model；
Fig. 5 is the schematic diagram one that device damper generates displacement；
Fig. 6 is the schematic diagram two that device damper generates displacement；
Fig. 7 is the overall structure diagram of original structure；
Fig. 8 is the overall structure diagram of the utility model；
Fig. 9 is to be vertically arranged the overall structure diagram of damper form in semi-girder truss end in existing enhancement layer；
Figure label: 1. frame columns, 2. Core Walls Structures, 3. end plates, 4. gusset plates, 5.T shape lever, 5-1.T shape lever cross bar,
5-2.T shape lever vertical bar, 6. first otic placodes, 7. second otic placodes, 8. third otic placodes, 9. dampers, 10. top booms, 11. oblique abdomens
Bar, 12. lower booms, 13. anti-unstability plates.
Specific embodiment
The utility model is described in detail below in conjunction with attached drawing and specific embodiment, in the signal of this utility model
Property embodiment and explanation be used to explain the utility model, but be not intended to limit the scope of the present invention.
As shown in figure 4, a kind of T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system, including be arranged in Core Walls Structure 2 and frame
Semi-girder truss between column 1, semi-girder truss end connect a damping hinged by T shape lever 5 and damper 9；T shape thick stick
Bar 5 includes that T shape lever cross bar 5-1 and T shape lever vertical bar 5-2, wherein T shape lever cross bar 5-1 right end and semi-girder truss outer end are cut with scissors
It connects, the shape lever left end cross bar 5-1 T and frame column 1 are hinged；T shape lever vertical bar 5-2 and the left end of damper 9 are hinged, damper 9
Right end be hinged on semi-girder truss outer end.
Wherein, semi-girder truss ontology includes top boom 10, lower boom 12 and diagonal web member 11, and diagonal web member 11 intersects in diagonally opposing corner
It is connected between top boom 10 and lower boom 12.Semi-girder truss outer end is not connect with external surrounding frame trestle 1 directly, but is left
Place the arrangement space of T shape lever 5, damper 9.Semi-girder truss one end is connected with Core Walls Structure 2, other end diagonal web member 11 with wind up
It is connected by end plate 3 with otic placode at 10 interconnection of bar.The purpose of design end plate 3 is that semi-girder truss outer end and T shape lever is horizontal
Bar right end is attached, and the setting of end plate 3 is in semi-girder truss outer end diagonal web member 11 and 10 infall of top boom, using welding or bolt
End plate is fixedly connected by connection with otic placode 7；T shape lever cross bar right end is connected by otic placode 7 with end plate 3, T shape lever cross bar and ear
Plate 7 is hinged by rotation axis；Semi-girder truss outer end diagonal web member 11 and top boom 10 are connect by welding with end plate 3.End plate is specific
Material, intensity, model meet related specification requirement, and size carries out processing and fabricating according to semi-girder truss end situation.
Wherein, otic placode includes the first otic placode 6 and the second otic placode 7 connecting with the both ends T shape lever cross bar 5-1, and with resistance
The connected third otic placode 8 of Buddhist nun's device 9,6 one end of the first otic placode and T shape lever cross bar 5-1 are hinged, the other end be located on frame column 1
Gusset plate 4 is connected；Second otic placode, 7 one end and T shape lever cross bar 5-1 are hinged, and the other end is connect with end plate 3；8 one end of third otic placode
Hinged with damper 9, the other end is connected with 12 outer end of lower boom of semi-girder truss.
Wherein, gusset plate 4 is arranged on 1 medial surface of frame column, using welding gusset plate and the first ear or be bolted
Plate 6 is fixedly connected, and the first shape lever left end cross bar 5-1 otic placode 6 and T is hinged by rotation axis.Semi-girder truss outer end diagonal web member 11
It using welding or is bolted, end plate 3 is fixedly connected with the second otic placode 7, second with the end plate 3 at 10 interconnection of top boom
Otic placode 7 and T shape lever cross bar 5-1 right end is hinged by rotation axis.Semi-girder truss outer end diagonal web member 11 intersects company with lower boom 12
It meets place to be connected with third otic placode 8, third otic placode 8 is hinged by rotation axis with 12 outer end of semi-girder truss lower boom.
The device further includes being welded to connect the anti-unstability plate 13 being arranged symmetrically in the front and rear sides of T shape lever vertical bar 5-2, is prevented
Relationship is not welded at the intermediate position of unstability plate 13 and T shape lever vertical bar 5-2, and the upper end of anti-unstability plate 13 and T shape lever are perpendicular
The welding of the upper end bar 5-2, anti-13 lower end of unstability plate and the T shape lever lower end vertical bar 5-2 are welded to connect.
In the utility model, when damper reaches capacity displacement or limit velocity, acted at this time in corresponding damping force
Under, gusset plate is in elastic state and is not in that sliding and extraction etc. destroy；End plate be also at elastic state and
It is not in that sliding and extraction etc. destroy；Same otic placode is also at elastic state and is not in that sliding and extraction etc. are broken
It is bad.
Usually judge that the quality of damper working efficiency, value are damper both ends with respect to position with displacement equations coefficient f
Move the ratio with relative storey displacement.A kind of T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system of the utility model, T shape lever are perpendicular
The length of pole length R2, T shape lever cross bar length R1 and damper is according to place semi-girder truss depth L1, semi-girder pricncipal rafter
It is determined from Core Walls Structure extension elongation L2, semi-girder truss lower boom from Core Walls Structure extension elongation L3, damper extreme displacement.According to
One embodiment of the utility model, semi-girder pricncipal rafter should be as far as possible from Core Walls Structure extension elongation L2 in the utility model
Greatly, Core Walls Structure makes damper both ends deformation increase damping efficiency higher by leverage.T shape lever vertical bar R2 can use semi-girder
Truss depth L1, i.e. R2=L1；In the present embodiment, damper length is L=0.5R1+L2-L3.
The displacement equations coefficient f < 1 of diagonal mechanism and herringbone mechanism in the prior art, work ratio is lower and occupies building
Space is excessive.In addition, in the form that semi-girder truss end is vertically arranged damper being using Core Walls Structure bending deformation in enhancement layer
The effect of damper is played, the energy efficiency of damper, this kind arrangement damping are improved by the amplification of semi-girder lever
Device displacement equations coefficient f is the ratio of boom reach L2 and semi-girder truss depth L1, i.e. f=L2/L1=U2/U1.It is practical at this
In novel one embodiment, L2=7-12m, L1=3.9-5.2m work as L2=10m, when L1=5m, f=2.0.
For the utility model is vertically arranged the horizontally disposed damper of T shape lever connection, through deriving, the utility model
The displacement equations coefficient f=L2R2/L1R1 of damper arrangement mechanism, according to engineering experience, R1=1-2m, R2=L1=
3.9-5.2m works as R2=L1=5m, R1=1m, L2=10m, f=L2R2/L1R1 ≈ 10.0.The displacement of the utility model
Amplification coefficient, which can reach in enhancement layer, is vertically arranged 5 times of damper form displacement equations coefficient in semi-girder truss end.By
It derives, the displacement equations coefficient of the utility model can reach 10.0 or so, and good damping effect, work efficiency is high.
Following table 1 gives the utility model damper arrangement mechanism and diagonally arranged mechanism, lasso trick cloth in the prior art
It sets in mechanism and enhancement layer and is vertically arranged the displacement equations index contrast of damper form in semi-girder truss end.
It is being stretched in 1 the utility model damper arrangement mechanism of table and diagonally arranged mechanism, lasso trick deployment mechanism and enhancement layer
Arm truss end is vertically arranged the displacement equations index contrast of damper form
As shown in figure 5, showing one embodiment that utility model device damper generates displacement, wherein solid line table
Each rod piece position when showing undeformed, dotted line indicate to deform later each rod piece position.Make in earthquake and wind load
Under, lateral deformation occurs for structure, and lateral deformation occurs for structure, and Core Walls Structure occurs bending and deformation, and interlayer generates to the right opposite position
U1 is moved, which is transmitted to semi-girder truss outer end (semi-girder truss and T shape thick stick by the leverage of semi-girder truss ontology
Bar junction), drive T shape lever to be subjected to displacement, two end movement of damper reduces, and damper is started to work, and consumes energy.
As shown in fig. 6, showing the further embodiment that utility model device damper generates displacement, wherein solid line
Each rod piece position when indicating undeformed, dotted line indicate to deform later each rod piece position.In earthquake and wind load
Under effect, lateral deformation occurs for structure, and lateral deformation occurs for structure, and Core Walls Structure occurs bending and deformation, and interlayer generates relatively to the left
It is displaced U1, which is transmitted to semi-girder truss outer end (semi-girder truss and T shape by the leverage of semi-girder truss ontology
Lever junction), drive T shape lever to be subjected to displacement, two end movement of damper increases, and damper is started to work, and consumes energy.
As shown in fig. 7, showing the overall structure diagram of original structure.Super high-rise building Frame-Shear wall system
Semi-girder truss usually is set at Architectural Equipment layer (or refuge story), forms rigid enhancement layer, enhancing structure entirety anti-side rigidity and
Resistance to capsizing.But the overall stiffness of structure, which becomes larger, after being arranged in this way causes the period to shorten, and geological process increases, while can also
Cause Core Walls Structure internal force mutation, form weak floor, causes Core Walls Structure to destroy serious, it is big that the later period repairs difficulty.
Fig. 9 is to be vertically arranged the form of damper in semi-girder truss end in existing enhancement layer.As shown in figure 8, being this reality
With novel overall structure diagram, the utility model arranges T shape lever damper arrangement in traditional rigid semi-girder truss
Mechanism forms a kind of semi-girder truss (also known as flexible reinforcing layer) with damper and both solved under earthquake and wind action
The unfavorable Aseismic Design problem of rigid enhancement layer bring is stated, while giving full play to the energy-dissipating and shock-absorbing effect of damper, and can
To play the advantage of semi-girder truss.
The shock absorbing process of the utility model are as follows:
Under earthquake and wind action, interlayer generates relative displacement U1, which is transmitted to semi-girder by semi-girder truss
Truss end (semi-girder truss and T shape lever junction), drives T shape lever to be subjected to displacement, damper generates drawing in the axial direction
Pressure trend so that so that damper both ends distance is changed generates displacement, and then makes the work of damper 9 realize energy-dissipating and shock-absorbing.
Under earthquake and wind action, it is exaggerated twice before and after the damper displacement of the utility model, before this by core
The bending deformation of cylinder is transmitted to the vertical deformation U2 of semi-girder truss outer end by the leverage of semi-girder truss ontology, this is vertical
Deformation is amplified to damper both ends again by T shape lever by deformation, i.e. the utility model finally becomes the bending of Core Walls Structure
Shape is amplified to the both ends of damper 9, and the function of amplifying step by step is done step-by-step, and the purpose of energy-dissipating and shock-absorbing is realized by damper 9.
To the technical staff that this professional domain understands, can be easy to make above-mentioned utility model modification, and the reality
It is applied in Practical Project without having to go through creative labor with Novel work principle.Therefore, the utility model is not limited to
It is above implement in, those skilled in the art's announcement according to the present utility model, do not depart from that the utility model scope made changes
Into and modification should all be within the protection scope of the utility model.
Claims (8)
1. a kind of T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system, including be arranged between Core Walls Structure (2) and frame column (1)
Semi-girder truss, which is characterized in that semi-girder truss upper end connects one by T shape lever (5) and damper (9) hingedly
Damping；Wherein T shape lever (5) one end and semi-girder truss outer end are hinged, and the other end and frame column (1) are hinged；T shape lever
(5) hingedly the damper (9), the other end of damper (9) are hinged on semi-girder truss lower outer for lower end.
2. T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 1, which is characterized in that the semi-girder
Truss includes top boom (10), lower boom (12) and diagonal web member (11), and the diagonal web member (11) is in diagonally opposing corner interconnection in institute
It states between top boom (10) and lower boom (12)；Semi-girder truss one end is connected with Core Walls Structure (2), other end diagonal web member (11)
It is connected at top boom (10) interconnection with end plate (3).
3. T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 1 or 2, which is characterized in that the T
Shape lever (5) includes T shape lever cross bar (5-1) and T shape lever vertical bar (5-2), and the both ends T shape lever cross bar (5-1) pass through respectively
It is connect at otic placode and frame column (1) and diagonal web member (11) and top boom (10) interconnection；The shape lever vertical bar lower end (5-2) T is logical
It crosses otic placode and damper (9) is hinged.
4. T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 3, which is characterized in that the otic placode
It is hinged including first otic placode (6) and second otic placode (7) hinged with the both ends T shape lever cross bar (5-1), and with damper (9)
Third otic placode (8)；Hinged the first otic placode (6) other end and node on frame column (1) is located at T shape lever cross bar (5-1)
Plate (4) is connected；Second otic placode (7) other end hinged with T shape lever cross bar (5-1) is connect with end plate (3)；With damper (9)
Hinged third otic placode (8) other end is connected with lower boom (12) outer end of semi-girder truss.
5. T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 4, which is characterized in that the end plate
(3) it using welding or is bolted with the second otic placode (7)；Second otic placode (7) is cut with scissors by rotation axis and T shape lever cross bar (5-1)
It connects；End plate (3) other end is connect by welding with semi-girder truss outer end diagonal web member (11) and top boom (10) infall.
6. T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 3, which is characterized in that the T shape thick stick
The front and rear sides of bar vertical bar (5-2) are symmetrically connected with anti-unstability plate (13), anti-unstability plate (13) and T shape lever vertical bar (5-2)
Intermediate position is not connected to, and the top and bottom of anti-unstability plate (13) are connect with T shape lever vertical bar (5-2) respectively.
7. T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 1, which is characterized in that damper is long
L and T shape lever cross bar length R1, semi-girder pricncipal rafter are spent from Core Walls Structure extension elongation L2 and semi-girder truss lower boom from core
Cylinder extension elongation L3 should meet:
L=0.5R1+L2-L3.
8. T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 1, which is characterized in that damping
Displacement equations coefficient f and semi-girder truss depth L1, semi-girder pricncipal rafter from Core Walls Structure extension elongation L2, T shape lever cross bar
Length R1 and T shape lever vertical bar length R2 should meet:
F=L2R2/L1R1.
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| CN201822126899.8U CN209429305U (en) | 2018-12-18 | 2018-12-18 | T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system |
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| CN201822126899.8U CN209429305U (en) | 2018-12-18 | 2018-12-18 | T shape lever mechanism semi-girder truss energy-dissipating and shock-absorbing system |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112922427A (en) * | 2021-01-30 | 2021-06-08 | 郑勇 | Assembled wall body that contains circular trajectory |
| CN113585843A (en) * | 2021-07-07 | 2021-11-02 | 北京市建筑设计研究院有限公司 | Asymmetric wane formula amplification type viscous energy dissipation cantilever |
| CN114150914A (en) * | 2021-12-07 | 2022-03-08 | 北京工业大学 | Passive negative-stiffness energy dissipation cantilever system for super high-rise building |
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2018
- 2018-12-18 CN CN201822126899.8U patent/CN209429305U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112922427A (en) * | 2021-01-30 | 2021-06-08 | 郑勇 | Assembled wall body that contains circular trajectory |
| CN113585843A (en) * | 2021-07-07 | 2021-11-02 | 北京市建筑设计研究院有限公司 | Asymmetric wane formula amplification type viscous energy dissipation cantilever |
| CN113585843B (en) * | 2021-07-07 | 2023-09-12 | 北京市建筑设计研究院有限公司 | Asymmetric seesaw type amplifying viscous energy dissipation arm |
| CN114150914A (en) * | 2021-12-07 | 2022-03-08 | 北京工业大学 | Passive negative-stiffness energy dissipation cantilever system for super high-rise building |
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