CN209620734U - Scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system - Google Patents
Scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system Download PDFInfo
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- CN209620734U CN209620734U CN201822125980.4U CN201822125980U CN209620734U CN 209620734 U CN209620734 U CN 209620734U CN 201822125980 U CN201822125980 U CN 201822125980U CN 209620734 U CN209620734 U CN 209620734U
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Abstract
The utility model discloses a kind of scissors 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 the damping of the hinged damper of a connecting rod being hinged by two Duis；Wherein the outer end of two pairs of connecting rod one end and the top boom junction of semi-girder truss is hinged, and the other end is hinged on the obliquely downward of frame column, and the lower boom with semi-girder truss is in same level.Length and angle and semi-girder truss by meeting bridging and damper connection realize the amplification of semi-girder lever from the relationship of Core Walls Structure extension elongation and semi-girder truss depth to improve the energy efficiency of damper.The displacement equations coefficient of the utility model is 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 in a kind of scissors mechanism semi-girder truss energy-dissipating and shock-absorbing
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 on its working efficiency influence it is very big, usually with displacement equations coefficient come
Judge that the quality of damper working efficiency, traditional damper arrangement form mainly have diagonally arranged mechanism (see Fig. 1), herringbone cloth
Set mechanism, bridging deployment mechanism and lasso trick deployment mechanism (see Fig. 2).Diagonal strut, herringbone support and lasso trick support are to utilize
The displacement equations coefficient f < 1 of the shear-deformable effect to play damper of structure interlayer, diagonal mechanism and herringbone mechanism, puts
Big coefficient is too small, and work ratio is lower.Although the scissors mechanism being separately provided belongs to scale-up version mechanism, but to some high rigidities
For structure, the amplification coefficient f of this arragement construction is still not high enough, and damping effect is general.And in semi-girder truss in enhancement layer
It is the effect that damper is played using structural bending deformation that end, which is vertically arranged damper, can pass through the amplification of semi-girder lever
It acts on to improve the energy efficiency of damper, this kind arranges damper displacement amplification coefficient f and boom reach and semi-girder rise of a truss
Degree is 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 the overall stiffness of structure after being arranged in this way
Becoming larger causes the period to shorten, and geological process increases, while can also cause Core Walls Structure internal force mutation, forms weak floor, causes core
Cylinder destroys seriously, and it is big that the later period repairs difficulty.In order to solve the problems, such as seismic design of structures, need to change existing semi-girder truss
Into.
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 scissors mechanisms
Semi-girder truss energy-dissipating and shock-absorbing system 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)；Second provides a kind of scissor deformation arrangement apparatus of amplifying energy consumption effect of damper；The two
In conjunction with a kind of scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system is ultimately provided, the deployment mechanism is creatively by structure lateral displacement
Effectively amplified at damper both ends, give full play to the energy efficiency of damper, improves wind load and geological process flowering structure
Additional damping ratio, damping effect is more preferable.To guarantee safety of the scissors support structure under rarely occurred earthquake, it is ensured that damper plays
Effect, the utility model act 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 scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system, including the semi-girder being arranged between Core Walls Structure and frame column
Truss, semi-girder truss end connect the damping of the hinged damper of a connecting rod being hinged by two Duis；Wherein two
Hinged to connecting rod one end and semi-girder pricncipal rafter and the outer end of diagonal web member junction, the other end is hinged on frame column obliquely downward
Side, the lower boom with semi-girder truss is in same level；
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, leads at other end diagonal web member and top boom interconnection
End plate is crossed to be connected with otic placode.
Preferably, the end plate uses welding or is bolted and is fixedly connected with end plate with two otic placodes, and the third connects
The upper end of bar and fourth link is hinged by rotation axis with otic placode.
Preferably, the damping includes that the first connecting rod being hinged and third connecting rod, second connecting rod and the 4th connect
Bar, damper are hinged with third connecting rod and fourth link respectively by cover board；It is hinged with otic placode respectively in the end of each connecting rod.
Preferably, the otic placode respectively by third connecting rod and fourth link by end plate and semi-girder truss outer end top boom with
The connection of diagonal web member infall；First connecting rod and second connecting rod are connected by gusset plate with frame column by the otic placode respectively.
Preferably, end plate using welding or is bolted, the upper end of the third connecting rod and fourth link with two otic placodes
It is hinged by rotation axis with otic placode.
Preferably, the first connecting rod and second connecting rod are symmetrically connected with front and rear sides on the extended segment of damper hinged end
The intermediate position of anti-unstability plate, anti-unstability plate and first connecting rod and second connecting rod is not connected to, the top and bottom point of anti-unstability plate
It is not connect with first connecting rod and second connecting rod.
Vertical displacement U2 occurs for this structure semi-girder truss outer end, and semi-girder truss depth L1, semi-girder truss are stretched from Core Walls Structure
The angle theta of length L2 and semi-girder truss connecting rod and horizontal plane should meet the displacement equations coefficient of damper damping: f=out
cotθL2/L1。
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, truss sheet
End generates relative storey displacement in vivo, and semi-girder truss outer end is driven to move up and down, and generates vertical deformation, which passes through scissors
Deployment mechanism is supportted again by displacement equations to damper both ends, the utility model finally makes relative storey displacement be transmitted to the two of damper
End, is done step-by-step the function of amplifying step by step.
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, the bigger additional resistance for improving earthquake and wind action flowering structure
Buddhist nun's ratio, guarantees the safety of structure；Equally, damper can be reduced under identical earthquake and wind action for same structure
Quantity is arranged, to reduce project cost.
4) relative to the arrangement form for being vertically arranged damper in semi-girder truss end in enhancement layer, the utility model
Displacement equations coefficient is to be vertically arranged 5.7 times of damper form in semi-girder truss end in enhancement layer.Displacement equations coefficient energy
Reach 11.0 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 A-A cross-sectional view in Fig. 1；
Fig. 6 is the schematic diagram one that device damper generates displacement, wherein each rod piece institute when solid line indicates undeformed is in place
It sets, dotted line indicates to deform later each rod piece position；
Fig. 7 is the schematic diagram two that device damper generates displacement, wherein each rod piece institute when solid line indicates undeformed is in place
It sets, dotted line indicates to deform later each rod piece position；
Fig. 8 is the overall structure diagram of original structure；
Fig. 9 is the overall structure diagram of the utility model；
Figure 10 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 plate, 4. gusset plates, 5. first connecting rods, 6. second connecting rods, 7.
Three-link, 8. fourth links, 9. dampers, 10. otic placodes, 11. top booms, 12. diagonal web members, 13. lower booms, 14. cover boards, 15.
Anti- unstability plate.
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 scissors 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, wherein semi-girder truss end connects four connecting rods (i.e. first being hinged by two Duis
Connecting rod 5, second connecting rod 6, third connecting rod 7, fourth link 8) a hinged damper 9 constitutes damping；Wherein 7 He of third connecting rod
Fourth link 8 it is hinged with semi-girder truss ontology, first connecting rod 5 and second connecting rod 6 and outer framework are column articulated, 5 He of first connecting rod
Third connecting rod 7 and the lower end of damper 9 are hinged, and second connecting rod 6 and fourth link 8 and the upper end of damper 9 are hinged.First connecting rod
5 and second connecting rod 6 be hinged on the obliquely downward of frame column 1, the lower boom 13 with semi-girder truss is in same level；Third connecting rod
7 and fourth link 8 be hinged on the top boom 11 of semi-girder truss and the outer end of 12 junction of diagonal web member.
Wherein, semi-girder truss ontology includes top boom 11, lower boom 13 and diagonal web member 12, and diagonal web member 12 intersects in diagonally opposing corner
It is connected between top boom 11 and lower boom 13.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 12 with wind up
It is connected by welding with end plate 3 at 11 interconnection of bar.Designing 3 purpose of end plate is that semi-girder truss outer end is hinged with two Duis
Connecting rod upper end be attached, the setting of end plate 3 is in semi-girder truss outer end diagonal web member and top boom infall, using welding or spiral shell
It tethers to connect and is fixedly connected with end plate with two otic placodes, the upper end of third connecting rod and fourth link and otic placode are hinged by rotation axis.
The specific material of end plate, intensity, model meet related specification requirement, and size carries out processing system according to semi-girder truss end situation
Make.
As shown in figure 5, in the first connecting rod 5 and third connecting rod 7, second connecting rod 6 and the fourth link 8 that are hinged, damping
Device 9 is hinged with third connecting rod 7 and fourth link 8 respectively by cover board 14；It is hinged with otic placode 10 respectively in the end of each connecting rod.Ear
Third connecting rod 7 and fourth link 8 are connect by plate 10 with end plate 3 respectively, it is therefore an objective to by third connecting rod and fourth link and pass through end
Plate 3 is connect with semi-girder truss outer end top boom with diagonal web member infall；Otic placode 10 is respectively by first connecting rod and second connecting rod and section
Contact plate 4 connects, it is therefore an objective to which first connecting rod and second connecting rod are connected by gusset plate with frame column.
Wherein, gusset plate is equipped with one, is arranged on frame column medial surface；End plate is equipped with one, is arranged in semi-girder truss
The infall of outer end diagonal web member and top boom；There are four otic placode is set, two of them otic placode is fixedly connected with gusset plate, other two
It is fixedly connected with end plate；Damper upper end and first connecting rod upper end and fourth link lower end are hinged；Damper lower end connects with second
Bar upper end and third connecting rod lower end are hinged；First connecting rod and second connecting rod lower end and outer framework are column articulated；Third connecting rod and the 4th
Small end and semi-girder truss outer end are hinged.
The device further includes that first connecting rod 5 and second connecting rod 6 symmetrically connect with front and rear sides on 9 hinged end extended segment of damper
The anti-unstability plate 15 connect, the intermediate position of anti-unstability plate 15 and first connecting rod 5 and second connecting rod 6 are not connected to, anti-unstability plate 15
Top and bottom are connect with first connecting rod 5 and second connecting rod 6 respectively.
The utility model semi-girder truss outer end is not connect with external surrounding frame trestle directly, but is left and placed bridging resistance
The space of Buddhist nun's device deployment mechanism.It is required that scissors mechanism has biggish rigidity, it is ensured that each connecting rod of scissors mechanism is in rotation
It will not deform, it is practical usually in order to guarantee the rigidity of each connecting rod of scissors mechanism to guarantee the working efficiency of damper
To use the components such as high-strength steel sheet as scissors mechanism.
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.
The quality that damper working efficiency is usually judged with displacement equations coefficient f is damper for the utility model
The ratio of both ends relative displacement and relative storey displacement.The damper 9 hinged to the connecting rod being hinged of the utility model two subtracts
Shake mechanism design, first connecting rod, second connecting rod, third connecting rod, fourth link and damper length and angle according to place
Mechanical floor story height H, semi-girder truss depth L1, semi-girder truss are determined from Core Walls Structure extension elongation L2, damper extreme displacement.Its
In, semi-girder truss answered from Core Walls Structure extension elongation L2 it is as big as possible, Core Walls Structure by leverage make damper both ends deform
Increase damping efficiency to improve, in one embodiment, L2 can use Core Walls Structure to the horizontal distance between outline border trestle.In a reality
It applies in example, L2=7m-12m, L1=3.9m-5.2m.
The displacement equations coefficient f < 1 of diagonal mechanism and herringbone mechanism, work ratio is lower and occupancy space is excessive.
It is to play damper using Core Walls Structure bending deformation for semi-girder truss end is vertically arranged damper form in enhancement layer
Effect, the energy efficiency of damper can be improved by the amplification of semi-girder lever, this kind arranges displacement equations coefficient
For the ratio of boom reach L2 and semi-girder truss depth L1, i.e. f=L2/L1=U2/U1.
For the utility model, when vertical displacement U2 occurs for semi-girder truss outer end, semi-girder truss depth L1, semi-girder purlin
Frame meets from the angle theta of Core Walls Structure extension elongation L2 and semi-girder truss connecting rod and horizontal plane:
Wherein, f is the displacement equations coefficient of damper arrangement mechanism.
It can be seen that with the reduction of angle theta, displacement equations coefficient is gradually increased, but according to bridging damper arrangement mechanism
Geometric constitution, the angle theta in practical set-up can't be very small, examines so should these factors be carried out with synthesis in design
Consider.Generally, angle theta is at 10 ° or so.When θ=10 °, when L2=10m, L1=5m, f=cot θ L2/L1 ≈ 11.0.This reality
It can be reached in enhancement layer with novel displacement equations coefficient and be vertically arranged 5.7 times of damper form in semi-girder truss end.By
It derives, the displacement equations coefficient of the utility model can reach 11.0 or so, and good damping effect, work efficiency is high.
Wherein, angle, θ is the angle of connecting rod and scissors mechanism center line, as shown in Fig. 6, Fig. 7.
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 fig. 6, showing one embodiment that utility model device damper generates displacement.In earthquake and wind lotus
Under load effect, lateral deformation occurs for structure, and Core Walls Structure occurs bending and deformation, and interlayer generates to the right relative displacement U1, which becomes
Shape is transformed into semi-girder truss outer end (semi-girder truss and scissors mechanism junction) by the leverage of semi-girder truss ontology,
Bridging is driven to deform, two end movement of damper reduces, and damper is started to work, and consumes energy.
It should be noted that the utility model requires scissors mechanism to have biggish rigidity, it is ensured that scissors mechanism is each
Connecting rod will not deform in rotation, to guarantee the working efficiency of damper, in order to guarantee the rigid of each connecting rod of scissors mechanism
Degree, it is practical usually to use the components such as high-strength steel sheet as scissors mechanism.
As shown in fig. 7, showing the further embodiment that utility model device damper generates displacement.In earthquake and wind
Under load action, lateral deformation occurs for structure, and lateral deformation occurs for structure, and Core Walls Structure occurs bending and deformation, and interlayer generates to the left
Relative displacement U1, the bending deformation are transformed into semi-girder truss outer end (semi-girder truss by the leverage of semi-girder truss ontology
With scissors mechanism junction), drive bridging to deform, two end movement of damper increases, and damper is started to work, and carries out
Energy consumption.
As shown in figure 8, 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.
Figure 10 is to be vertically arranged the overall structure form of damper form in semi-girder truss end in existing enhancement layer.Such as figure
Shown in 9, arrange that bridging damper arrangement mechanism forms a kind of band resistance in traditional rigid semi-girder truss for the utility model
The semi-girder truss (also known as flexible reinforcing layer) of Buddhist nun's device had both solved above-mentioned rigid enhancement layer and had brought under earthquake and wind action
Unfavorable Aseismic Design problem, while giving full play to the energy-dissipating and shock-absorbing effect of damper, and semi-girder truss can be played
Advantage.
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 scissors mechanism junction), to make the intersection point and second connecting rod of first connecting rod and third connecting rod
Tension and compression trend is generated along the axis direction of damper with the intersection point of fourth link, so that damper both ends distance is made to change,
And then the work of damper 9 is made to 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 transformed into 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 bridging deployment mechanism by deformation, i.e. the utility model finally makes the curved of Core Walls Structure
Song deformation is amplified to the both ends of damper, 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.
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 (7)
1. a kind of scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system, including being arranged between Core Walls Structure (2) and frame column (1)
Semi-girder truss, which is characterized in that the semi-girder truss end connects the hinged damping of a connecting rod being hinged by two Duis
The damping that device (9) is constituted；Wherein two pairs of connecting rod one end are connect with the top boom (11) of semi-girder truss with diagonal web member (12)
The outer end at place is hinged, and the other end is hinged on the obliquely downward of frame column (1), and the lower boom (13) with semi-girder truss is in same level
On, damper (9) is respectively hinged between the connecting rod that two pairs are hinged by cover board (14).
2. scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 1, which is characterized in that the semi-girder purlin
Frame includes top boom (11), lower boom (13) and diagonal web member (12), and the diagonal web member (12) is in diagonally opposing corner interconnection described
Between top boom (11) and lower boom (13)；Semi-girder truss one end is connected with Core Walls Structure (2), other end diagonal web member (12) with
It is connected by end plate (3) with otic placode at top boom (11) interconnection.
3. scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 1 or 2, which is characterized in that described to subtract
Shaking mechanism includes the first connecting rod (5) being hinged and third connecting rod (7), second connecting rod (6) and fourth link (8), damper
(9) hinged with third connecting rod (7) and fourth link (8) respectively by cover board (14)；It is hinged with ear respectively in the end of each connecting rod
Plate (10).
4. scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 3, which is characterized in that the otic placode
(10) third connecting rod (7) and fourth link (8) are passed through into end plate (3) and semi-girder truss outer end top boom (11) and diagonal web member respectively
(12) infall connects；First connecting rod (5) and second connecting rod (6) are passed through gusset plate (4) and frame respectively by the otic placode (10)
Column (1) is connected.
5. scissors 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 two otic placodes, the upper end of the third connecting rod (7) and fourth link (8) passes through with otic placode
Rotation axis is hinged.
6. scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 3, which is characterized in that described first connects
Front and rear sides are symmetrically connected with anti-unstability plate (15) on bar (5) and second connecting rod (6) and damper (9) hinged end extended segment, prevent
Unstability plate (15) and the intermediate position of first connecting rod (5) and second connecting rod (6) are not connected to, the top and bottom of anti-unstability plate (15)
It is connect respectively with first connecting rod (5) and second connecting rod (6).
7. scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system according to claim 1, which is characterized in that outside semi-girder truss
Vertical displacement U2 occurs for end, semi-girder truss depth L1, semi-girder truss from Core Walls Structure extension elongation L2 and semi-girder truss connecting rod with
The angle theta of horizontal plane should meet the displacement equations coefficient of damper damping: f=cot θ L2/L1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201822125980.4U CN209620734U (en) | 2018-12-18 | 2018-12-18 | Scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201822125980.4U CN209620734U (en) | 2018-12-18 | 2018-12-18 | Scissors mechanism semi-girder truss energy-dissipating and shock-absorbing system |
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| CN209620734U true CN209620734U (en) | 2019-11-12 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112064490A (en) * | 2020-08-17 | 2020-12-11 | 中铁大桥局集团有限公司 | I-shaped steel beam vibration damper and I-shaped steel combination beam |
-
2018
- 2018-12-18 CN CN201822125980.4U patent/CN209620734U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112064490A (en) * | 2020-08-17 | 2020-12-11 | 中铁大桥局集团有限公司 | I-shaped steel beam vibration damper and I-shaped steel combination beam |
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