CN205875446U - Friction compound attenuator of mild steel - Google Patents
Friction compound attenuator of mild steel Download PDFInfo
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- CN205875446U CN205875446U CN201620846115.7U CN201620846115U CN205875446U CN 205875446 U CN205875446 U CN 205875446U CN 201620846115 U CN201620846115 U CN 201620846115U CN 205875446 U CN205875446 U CN 205875446U
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- energy dissipation
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Abstract
The utility model relates to a friction compound attenuator of mild steel, including cuting power consumption steel sheet, angle steel, friction disc, the angle steel is all installed to the both sides of cuting power consumption steel sheet one end, and one side of the vertical direction of angle steel and cut and install the friction disc between the power consumption steel sheet is cuted power consumption steel sheet, angle steel and friction disc and is connected and adjust with the pretightning force through being connected adjustment mechanism, and then changes the sliding friction that friction -variable piece and shearing consume energy between the steel sheet and do all can. The utility model discloses nondeterminacy that can self -adaptation seismic action, can realize working stage by stage, the mainly used civil engineering structure energy dissipation field can reduce the power reaction of engineering structure under seismic action and damage accumulation. When installing when the building structure layer is occasionally between bridge structures case roof beam and the pier, under different intensity seismic action, the utility model discloses with automatic selection and carry out suitable working method to control structure earthquake reaction, protection architecture safety.
Description
Technical field
This utility model relates to a kind of antivibrator, more particularly, it relates to a kind of friction-mild steel composite damper.
Background technology
Traditional Seismic Design Method is suffered to resist based on ensureing that engineering structure has certain intensity, rigidity and ductility
The geological process arrived.But, the time, place and the intensity that occur due to earthquake are respectively provided with strong randomness so that engineering is tied
The reaction condition of structure may produce significantly fluctuation, thus be difficult to avoid that and enter complicated non-linear force state.Uncertain
Under geological process, the structure traditionally designed, owing to its anti-seismic performance does not possess the ability of self regulation and control, may
Produce heavy damage because being unsatisfactory for security requirement, even collapse, in turn result in casualties and economic loss.
In order to improve structural behaviour on the basis of Traditional method of seismic design method further, structural vibration control technology is met the tendency
And give birth to.Structural Energy Dissipation damping refers to, by arranging energy-dissipating device in the structure, make dissipative cell rely on the deformation of structure passively
Or the energy of motion dissipation structural vibration, to reduce dynamic response and the damage accumulation of structure.
Common energy-consumption shock-absorption device has frcition damper, metallic damper, viscoelastic damper and viscous damping
Device.Wherein, frcition damper is to utilize the Friction dissipation vibrational energy between solid interfaces；And mild steel damper is as gold
Belonging to the one in surrender antivibrator, it is that the plastic deformation after utilizing mild steel yielding is consumed energy.Notice, in current engineering often
Frcition damper, its force of sliding friction size is held essentially constant mostly.Due to engineering structure under arms during may
The geological process suffered has uncertainty, these normal frictional force frcition dampers exist in engineer applied be difficult to determine suitable
This problem of force of sliding friction.In consideration of it, the displacement that frcition damper is different with mild steel damper both can be correlated with
Type antivibrator combines, and forms a kind of novel composite damper.
Utility model content
The purpose of this utility model is to overcome the deficiencies in the prior art, it is provided that one can adaptive seismic effect the most true
Qualitatively, the friction-mild steel composite damper worked stage by stage can be realized.
The technical solution of the utility model is as follows:
A kind of friction-mild steel composite damper, including shear energy dissipation steel plate, angle steel, friction plate, shear energy dissipation steel plate one
The both sides of end are mounted on angle steel, angle steel vertical direction and friction plate is installed between shear energy dissipation steel plate, shear consumption
Energy steel plate, angle steel are attached and pretightning force regulation by being connected governor motion with friction plate, and then change friction plate and shearing
Force of sliding friction between Wasted-energy steel plate.
As preferably, connect governor motion and include bolt, nut, packing ring, shear energy dissipation steel plate offers slotted hole, angle
Steel with offer corresponding installing hole on friction plate respectively, bolt is arranged in angle steel and the installing hole of friction plate, shear energy dissipation steel
The slotted hole of plate, and locked by nut；When occurring relatively to slide, produce between friction plate and shear energy dissipation steel plate and slide
Friction.
As preferably, the both sides of shear energy dissipation steel plate connect some sash steel plates, vertical stiffened steel plates.
As preferably, including three blocks of sash steel plates and one piece of vertical stiffened steel plates, the side of shear energy dissipation steel plate sets
Putting one block of sash steel plate and one piece of vertical stiffened steel plates, opposite side arranges two blocks of sash steel plates, wherein, has two blocks of water
Flat stiffened steel plates is contour is arranged at the shear energy dissipation steel plate both sides near one end of friction plate；Vertical stiffened steel plates respectively with level
Stiffened steel plates, shear energy dissipation steel plate connect.
As preferably, the transverse ends of shear energy dissipation steel plate connects edge of a wing steel plate, edge of a wing steel plate and shear energy dissipation steel plate
It is vertically arranged；The two ends of sash steel plate edge of a wing steel plate with shear energy dissipation steel plate two ends respectively is connected.
As preferably, the vertical bottom of shear energy dissipation steel plate connects the horizontally disposed steel plate that is rigidly connected, and vertically puts more energy into
Steel plate, edge of a wing steel plate are all connected with the steel plate that is rigidly connected；One side of angle steel horizontal direction also connects has horizontally disposed rigidity even
Connect steel plate.
As preferably, the steel plate thickness that is rigidly connected is not less than 2.5 times of shear energy dissipation steel plate thickness.
As preferably, the ratio of width to height of shear energy dissipation steel plate is 0.7～1.2, and ratio of height to thickness is 20～40.
As preferably, angle steel is that hot rolling is equilateral or unequal angle.
The beneficial effects of the utility model are as follows:
Friction described in the utility model-mild steel composite damper, by frcition damper and mild steel damper both
Different displacement relationship type antivibrators combines, it is possible to the uncertainty of adaptive seismic effect, can realize working stage by stage,
It is mainly used in civil engineering structure energy-dissipating and shock-absorbing field, engineering structure dynamic response under geological process can be reduced and damage is tired
Long-pending.
When being installed between building structure interlayer or bridge structure box beam and bridge pier, under varying strength geological process,
This utility model will automatically select and perform suitable working method, with control structure earthquake response, protect structural safety.
Specific works mode is as follows:
1), during little shake, cunning is not yet played in antivibrator friction operation district, and shear energy dissipation steel plate is in elastic deformation stage, now,
Antivibrator can be that structure provides anti-side rigidity；
2), in during shake, antivibrator friction operation district starts to slide, by Friction dissipation structural vibration energy, and shear energy dissipation
Steel plate is now still in elastic deformation stage；
3) when shaking greatly, slide in antivibrator friction operation district, and shear energy dissipation steel plate enters state of plastic deformation, by rubbing
Wipe and the plastic deformation of mild steel is consumed energy jointly.
Accompanying drawing explanation
Fig. 1 is front view of the present utility model；
Fig. 2 is the A-A profile of Fig. 1；
Fig. 3 is the B-B profile of Fig. 1；
Fig. 4 is the structural representation of shear energy dissipation steel plate；
Fig. 5 is the structural representation of angle steel；
Fig. 6 is the structural representation of friction plate；
Fig. 7 is the structural representation of edge of a wing steel plate；
Fig. 8 is this utility model scheme of installation in building structure；
Fig. 9 is this utility model scheme of installation in bridge structure；
Figure 10 is the front view of another kind of structure of the present utility model；
In figure: 1 is shear energy dissipation steel plate, and 2 is angle steel, and 3 is friction plate, and 4 is bolt, and 5 is nut, and 6 is packing ring, and 7 is water
Flat stiffened steel plates, 8 is vertical stiffened steel plates, and 9 is edge of a wing steel plate, and 10 is the steel plate that is rigidly connected, and 11 is slotted hole, and 12 is to install
Hole, 13 is installing hole, and 14 is friction-mild steel composite damper, and 15 is herringbone conventional steel brace, and 16 is bridge pad, 17
Being bridge box and beam, 18 is bridge pier.
Detailed description of the invention
Below in conjunction with drawings and Examples, this utility model is described in further detail.
Working method is single, it is probabilistic to be suitable in order to the antivibrator solving prior art exists for this utility model
The deficiencies such as working environment, a kind of friction-mild steel composite damper of formation that frcition damper and mild steel damper are combined, this
Utility model can the uncertainty of adaptive seismic effect, there is the ability worked stage by stage.
Embodiment 1
As shown in Figure 1, Figure 2, Figure 3 shows, this utility model includes shear energy dissipation steel plate 1, angle steel 2, friction plate 3, shear energy dissipation
The both sides of steel plate 1 one end are mounted on angle steel 2, angle steel 2 vertical direction and between shear energy dissipation steel plate 1, friction is installed
Sheet 3, shear energy dissipation steel plate 1, angle steel 2 are attached regulating with pretightning force by being connected governor motion with friction plate 3, and then change
Force of sliding friction between friction plate 3 and shear energy dissipation steel plate 1.
In the present embodiment, connect governor motion include bolt 4, nut 5, packing ring 6, as use big hexagon head bolt 4, big six
Angle nut 5 and packing ring 6 form high strength bolt connection pairs, utilize high strength bolt connection pairs by shear energy dissipation steel plate 1, angle steel 2
It is closely joined together with friction plate 3, and shear energy dissipation can be changed by the pretightning force adjusting high strength bolt connection pairs
Force of sliding friction between steel plate 1 and friction plate 3.
As shown in Figure 4, shear energy dissipation steel plate 1 offers slotted hole 11, as shown in Figure 5, Figure 6, angle steel 2 and friction plate 3
The upper installing hole 12 offering correspondence respectively and installing hole 13, on installing hole 12 that bolt 4 is arranged on angle steel 2, friction plate 3
Slotted hole 11 on installing hole 13, shear energy dissipation steel plate 1, and locked by nut 5；When occurring relatively to slide, friction plate 3
And produce sliding friction between shear energy dissipation steel plate 1.
The both sides of shear energy dissipation steel plate 1 connect some sash steel plates 7, vertical stiffened steel plates 8.In the present embodiment,
Being provided with three blocks of sash steel plates 7 and one piece of vertical stiffened steel plates 8, the side of shear energy dissipation steel plate 1 arranges one piece of level and adds
Strength steel plate 7 and one piece of vertical stiffened steel plates 8, opposite side arranges two blocks of sash steel plates 7, wherein, has two blocks of sash steel
Plate 7 is contour is arranged at the shear energy dissipation steel plate 1 both sides near one end of friction plate 3；Vertical stiffened steel plates 8 respectively with sash
Steel plate 7, shear energy dissipation steel plate 1 connect.Sash steel plate 7, vertical stiffened steel plates 8 pass through angle welding with shear energy dissipation steel plate 1
Weld together.
The transverse ends of shear energy dissipation steel plate 1 connects edge of a wing steel plate 9, as it is shown in fig. 7, in the present embodiment, edge of a wing steel plate 9
For trapezium structure, edge of a wing steel plate 9 is vertically arranged with shear energy dissipation steel plate 1；The two ends of sash steel plate 7 respectively with shear energy dissipation
The edge of a wing steel plate 9 at steel plate 1 two ends is attached by angle welding.
The vertical bottom of shear energy dissipation steel plate 1 connects the horizontally disposed steel plate 10 that is rigidly connected, vertical stiffened steel plates 8,
Edge of a wing steel plate 9 is all attached by angle welding with the steel plate 10 that is rigidly connected；One side of angle steel 2 horizontal direction also connects level
The steel plate 10 that is rigidly connected arranged.In the present embodiment, the steel plate 10 that is rigidly connected has two pieces, in level, is arranged in parallel, for antivibrator
Connector.It is rigidly connected on steel plate 10 and has bolt hole, antivibrator can be installed on building by high strength bolt connection pairs
Suitable position in engineering structure.For ensureing that the steel plate 10 that is rigidly connected has enough rigidity, its thickness is not less than shear energy dissipation
2.5 times of steel plate 1 thickness.Sash steel plate 7, vertical stiffened steel plates 8, edge of a wing steel plate 9 and the steel plate 10 that is rigidly connected all use
Yield strength is not less than the steel of 235MPa and makes.
The effect of sash steel plate 7, vertical stiffened steel plates 8 and edge of a wing steel plate 9 is the plane strengthening shear energy dissipation steel plate 1
External stability, when preventing antivibrator from working there is the outer flexing of bigger part plan in shear energy dissipation steel plate 1, to realize shearing as far as possible
Wasted-energy steel plate 1 total cross-section plastic deformation energy dissipation.
Shear energy dissipation steel plate 1 is one of main energy-consuming parts of antivibrator.In order to make antivibrator under horizontal shear effect
Having good hysteretic energy characteristic, shear energy dissipation steel plate 1 uses yield strength low (not higher than 235MPa), percentage elongation big (no
Less than 40%) mild steel make, and limit its ratio of width to height (0.7～1.2) and ratio of height to thickness (20～40).Shear energy dissipation steel plate 1
On have slotted hole 11, in order to can produce between friction plate 3 relative slide.For preventing shear energy dissipation steel plate 1 and rigidity even
Connect the premature failure in antivibrator work process of the weld seam between steel plate 10, shear energy dissipation steel plate 1 and be rigidly connected steel plate 10 it
Between use the T-shaped butt weld of through welding to be reliably connected.
Angle steel 2 is equilateral or unequal-sided hot-rolled steel section, and yield strength is not less than 235MPa, having of vertical direction
Two installing holes 12.Corresponding, friction plate 3 has two installing holes 13, its aperture and installing hole 12 aperture phase on angle steel 2
With.Friction plate 3 uses pyrite or powder metallurgy friction material to make.
This utility model is implemented in building structure, as shown in Figure 8, in practical engineering application, and can be in building structure
Interlayer first installs herringbone conventional steel brace 15, the most again by high strength bolt connection pairs by compound for friction-mild steel damping
Upper and lower in device 14 be rigidly connected steel plate 10 respectively with the beam of last layer superstructure at the bottom of and the top phase of herringbone conventional steel brace 15
Connect, thus complete antivibrator laying in building structure.
During little shake, building structure only produces the least deformation, i.e. structure relative floor displacement is the least, and friction-mild steel is multiple
Cunning is not yet played in the friction operation district of mould assembly antivibrator 14, and shear energy dissipation steel plate 1 is in elastic deformation stage, now, and antivibrator-steel
Support system provides anti-side rigidity for structure；
During middle shake, significantly increase during the less shake of the deformation of building structure, the friction work of friction-mild steel composite damper 14
Start as district to slide, i.e. by the Friction dissipation structural vibration energy between shear energy dissipation steel plate 1 and friction plate 3, and shear consumption
Energy steel plate 1 itself is now still in elastic deformation stage；
When shaking greatly, slide in the friction operation district of friction-mild steel composite damper 14, and shear energy dissipation steel plate 1 enters
Plastic period, by the plastic deformation of the friction between friction operation district solid interfaces and shear energy dissipation steel plate 1 altogether
With power consumption.
In a word, under varying strength geological process, friction-mild steel composite damper 14 can take suitable work automatically
Run as mode, to reach the purpose of control structure earthquake response.
This utility model is implemented in bridge structure, as it is shown in figure 9, can be placed in by friction-mild steel composite damper 14
Between bridge box and beam 17 and bridge pier 18 and used in parallel with bridge pad 16.Utilize in friction-mild steel composite damper 14
On the upper and lower steel plate 10 that is rigidly connected arrange bolt hole, use high strength bolt connection pairs by antivibrator respectively with bridge box and beam
17 are connected with bridge pier 18.During installation, the thickness direction of shear energy dissipation steel plate 1 should keep one with the length direction of bridge box and beam 17
Cause.
When varying strength earthquake occurs, friction-mild steel composite damper 14 can reduce the vibration of bridge box and beam 17, special
It not the vibration along its width, to prevent bridge box and beam 17 from dropping from bridge pier 18 because horizontal displacement is excessive.Each bridge
According to actual requirement of engineering, one or more friction-mild steel composite damper 14 can be installed on pier 18.
Embodiment 2
As shown in Figure 10, in the present embodiment, shear energy dissipation steel plate 1 adds two slotted holes, meanwhile, angle steel
2 and friction plate 3 on be additionally arranged row's installing hole, correspondingly, be connected to by four groups of high strength bolt connection pairs between this three
Together.
Other parts are same as in Example 1.
Embodiment 2 is essentially identical with the operation principle of embodiment 1, and difference is, embodiment 2 adds compared to 1
Friction member quantity, under identical loading environment, force of sliding friction the most relatively embodiment 1 increasing that embodiment 2 provides is twice.
Therefore, embodiment 2 has higher friction energy-dissipating ability compared with Example 1.
Above-described embodiment is intended merely to this utility model is described, and is not used as restriction of the present utility model.As long as
According to technical spirit of the present utility model, be changed above-described embodiment, modification etc. all will fall in right of the present utility model
In the range of requirement.
Claims (9)
1. a friction-mild steel composite damper, it is characterised in that include shear energy dissipation steel plate, angle steel, friction plate, shears
The both sides of Wasted-energy steel plate one end are mounted on angle steel, angle steel vertical direction and between shear energy dissipation steel plate, friction is installed
Sheet, shear energy dissipation steel plate, angle steel are attached regulating with pretightning force by being connected governor motion with friction plate, and then change friction
Force of sliding friction between sheet and shear energy dissipation steel plate.
Friction the most according to claim 1-mild steel composite damper, it is characterised in that connect governor motion and include spiral shell
Bolt, nut, packing ring, shear energy dissipation steel plate offers slotted hole, angle steel with offer corresponding installing hole on friction plate respectively,
Bolt is arranged in angle steel and the installing hole of friction plate, the slotted hole of shear energy dissipation steel plate, and is locked by nut；There is phase
To when sliding, between friction plate and shear energy dissipation steel plate, produce sliding friction.
Friction the most according to claim 1-mild steel composite damper, it is characterised in that the both sides of shear energy dissipation steel plate
Connect and have some sash steel plates, vertical stiffened steel plates.
Friction the most according to claim 3-mild steel composite damper, it is characterised in that include three blocks of sash steel
Plate and one piece of vertical stiffened steel plates, the side of shear energy dissipation steel plate arranges one block of sash steel plate and one block of steel of vertically putting more energy into
Plate, opposite side arranges two blocks of sash steel plates, wherein, has two blocks of contour shear energy dissipation steel plates that are arranged at of sash steel plate to lean on
The both sides of one end of nearly friction plate；Vertical stiffened steel plates is connected with sash steel plate, shear energy dissipation steel plate respectively.
Friction the most according to claim 4-mild steel composite damper, it is characterised in that shear energy dissipation steel plate horizontal
Two ends connect has edge of a wing steel plate, edge of a wing steel plate to be vertically arranged with shear energy dissipation steel plate；The two ends of sash steel plate respectively with cut
The edge of a wing steel plate cutting Wasted-energy steel plate two ends connects.
Friction the most according to claim 5-mild steel composite damper, it is characterised in that shear energy dissipation steel plate vertical
Bottom connects has the horizontally disposed steel plate that is rigidly connected, vertical stiffened steel plates, edge of a wing steel plate to be all connected with the steel plate that is rigidly connected；Angle
One side of steel horizontal direction also connects the horizontally disposed steel plate that is rigidly connected.
Friction the most according to claim 6-mild steel composite damper, it is characterised in that be rigidly connected steel plate thickness not
Less than shear energy dissipation steel plate thickness 2.5 times.
Friction the most according to claim 1-mild steel composite damper, it is characterised in that the wide height of shear energy dissipation steel plate
Ratio is 0.7～1.2, and ratio of height to thickness is 20～40.
Friction the most according to claim 1-mild steel composite damper, it is characterised in that angle steel is that hot rolling is equilateral or not
Equal leg angle.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620846115.7U CN205875446U (en) | 2016-08-05 | 2016-08-05 | Friction compound attenuator of mild steel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620846115.7U CN205875446U (en) | 2016-08-05 | 2016-08-05 | Friction compound attenuator of mild steel |
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| Publication Number | Publication Date |
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| CN205875446U true CN205875446U (en) | 2017-01-11 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201620846115.7U Expired - Fee Related CN205875446U (en) | 2016-08-05 | 2016-08-05 | Friction compound attenuator of mild steel |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088382A (en) * | 2016-08-05 | 2016-11-09 | 华侨大学 | A kind of friction mild steel composite damper |
| CN108222626A (en) * | 2018-02-12 | 2018-06-29 | 天津大学 | A kind of three-dimensional frcition damper suitable for Reticulated Domes |
| CN109778685A (en) * | 2019-03-07 | 2019-05-21 | 重庆交通大学 | The additional damping limited block that can quantitatively slide |
| CN112681552A (en) * | 2020-12-24 | 2021-04-20 | 青岛理工大学 | Second-order enhanced type connecting beam type metal damping shock absorption system |
| CN113152717A (en) * | 2021-04-02 | 2021-07-23 | 北京市建筑设计研究院有限公司 | Staged yield type mild steel damper and construction method thereof |
| CN113338467A (en) * | 2021-05-31 | 2021-09-03 | 北京市建筑设计研究院有限公司 | Hierarchical yield shear type mild steel damper and construction method thereof |
-
2016
- 2016-08-05 CN CN201620846115.7U patent/CN205875446U/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088382A (en) * | 2016-08-05 | 2016-11-09 | 华侨大学 | A kind of friction mild steel composite damper |
| CN108222626A (en) * | 2018-02-12 | 2018-06-29 | 天津大学 | A kind of three-dimensional frcition damper suitable for Reticulated Domes |
| CN108222626B (en) * | 2018-02-12 | 2024-04-12 | 天津大学 | Three-dimensional friction damper suitable for single-layer spherical reticulated shell |
| CN109778685A (en) * | 2019-03-07 | 2019-05-21 | 重庆交通大学 | The additional damping limited block that can quantitatively slide |
| CN112681552A (en) * | 2020-12-24 | 2021-04-20 | 青岛理工大学 | Second-order enhanced type connecting beam type metal damping shock absorption system |
| CN113152717A (en) * | 2021-04-02 | 2021-07-23 | 北京市建筑设计研究院有限公司 | Staged yield type mild steel damper and construction method thereof |
| CN113152717B (en) * | 2021-04-02 | 2022-08-02 | 北京市建筑设计研究院有限公司 | Staged yield type mild steel damper and construction method thereof |
| CN113338467A (en) * | 2021-05-31 | 2021-09-03 | 北京市建筑设计研究院有限公司 | Hierarchical yield shear type mild steel damper and construction method thereof |
| CN113338467B (en) * | 2021-05-31 | 2022-08-09 | 北京市建筑设计研究院有限公司 | Hierarchical yield shear type mild steel damper and construction method thereof |
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| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20170111 Termination date: 20170805 |
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| CF01 | Termination of patent right due to non-payment of annual fee |