CN206529686U - A kind of energy-dissipating and shock-absorbing bridge pad - Google Patents
A kind of energy-dissipating and shock-absorbing bridge pad Download PDFInfo
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- CN206529686U CN206529686U CN201720135094.2U CN201720135094U CN206529686U CN 206529686 U CN206529686 U CN 206529686U CN 201720135094 U CN201720135094 U CN 201720135094U CN 206529686 U CN206529686 U CN 206529686U
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Abstract
A kind of energy-dissipating and shock-absorbing bridge pad, effectively to eliminate nuisance vibration of the bridge pier in intrinsic frequency range, reduces high pier pier displacement, pier shaft moment of flexure and stress, so as to effectively improve the overall anti-seismic performance of bridge.Bearing includes upper bracket plate, lower support plate and positioned at vertical seat structure between the two, and upper bracket plate, lower support plate are fixedly connected with beam body, pier body pinner respectively.The upper bracket plate, the outer rim of lower support plate have vertically extending overhead gage, lower baffle plate structure respectively, in setting Flexible Connector on horizontal plane between overhead gage, lower baffle plate, the distal end of Flexible Connector, near-end are fixedly connected with overhead gage, lower baffle plate respectively, have optimal coupling stiffness k between beam body and bearingiC is damped with connectioni。
Description
Technical field
The utility model is related to bridge, more particularly to a kind of power consumption antidetonation bridge pad.
Background technology
Bridge pad connects bridge pier and beam body, in earthquake, can play the extending structure cycle, consume a large amount of seismic energies
Effect, be widely used in science of bridge building.Traditional lead core rubber support is bright for eliminating vertical vibration effect
It is aobvious, but it is limited for the vibration power consumption effect of horizontal direction.Friction pendulum support can consume parts transversely vibration, but level is firm
Spend low, for soft foundation or more soft bridge pier, its effectiveness in vibration suppression can be reduced.Viscous damper is a kind of bar type structure,
With directionality, and seismic direction is unforeseen in advance, while it does not possess return function, it is necessary to by outer masterpiece
Use return.
A kind of ring rubber damping is disclosed in the application for a patent for invention specification of Application No. 201310556310.7
Bearing, the outer ring of bearing weight body is provided with annular rubber ring, and annular rubber ring works under the conditions of sealing is affined,
The rigidity of various aspects and damping in horizontal plane can be provided, but reach only with the damping effect of rubber ring the effect of energy dissipation
Really.
In recent years, dynamic vibration absorber be develop comparative maturity a kind of passive control device, applied in building structure
It is more.For example, a kind of passive type power is disclosed in the utility model patent specification of Application No. 201420319835.9
Absorbing bridge pier, using the principle of dynamic vibration absorber, installs additional mass in Railway Hollow High Pier bridge, passes through mass
Displacement is consumed energy.But because installing space is limited, additional mass is smaller relative to the quality of bridge pier, and anti-seismic performance has to be hoisted,
And this antidetonation mode, it is necessary to the mass of an outside is introduced on pier body, usual quality is applied in tens tons up to a hundred, its installation
Work difficulty is very big.
Therefore, bridge pad earthquake energy to greatest extent how is ensured, while ensure that seat structure simplifies,
It is current urgent problem to be solved.
The Main Seismic Areas dynamic frequency in bridge construction place is transferred in 0.5-10Hz or so, and the master of most of Bridge High-piers
Want resonant frequency in the range of this, under seismic stimulation, the main vibration modes of bridge pier will be ignited, if can be by bridge pier
Main ginseng mode of shaking enter row constraint or limitation, then the vibration displacement and stress of bridge pier can be weakened.
Dynamic vibration absorber is exactly the device for suppressing mesomerism, is carried in nineteen twenty-eight by Ormondroyd and Den Hartog
Go out, and widely applied in machinery and civil structure, in the vibration control for being also widely used in bridge cable and beam body.Closely
Nian Lai, some scholars (such as Lanzhou Jiaotong University Chen Xingchong professors, Tongji University remaining sum doctor Hua) propose to apply dynamic absorber
Device suppresses vibration of the pier body under geological process.It is well known that the principal element of influence dynamic vibration absorber effectiveness in vibration suppression is exactly
Mass ratio between additional mass and structural body, mass ratio is bigger, and effectiveness in vibration suppression is better.Due to by pier shaft installing space
Limitation, additional mass is smaller, and anti seismic efficiency cannot be lifted always.
Utility model content
Technical problem to be solved in the utility model is to provide a kind of power consumption antidetonation bridge pad, effectively to eliminate bridge
Pier reduces high pier pier displacement, pier shaft moment of flexure and stress, so as to effectively improve the entirety of bridge in the nuisance vibration of intrinsic frequency range
Anti-seismic performance.
It is as follows that the utility model solves the technical scheme that its technical problem used：
A kind of energy-dissipating and shock-absorbing bridge pad of the present utility model, bearing includes upper bracket plate, lower support plate and positioned at both
Between vertical seat structure, upper bracket plate, lower support plate be fixedly connected with beam body, pier body pinner respectively, it is characterized in that：It is described
Upper bracket plate, the outer rim of lower support plate have vertically extending overhead gage, lower baffle plate structure respectively, between overhead gage, lower baffle plate
In setting Flexible Connector on horizontal plane, the distal end of Flexible Connector, near-end are fixedly connected with overhead gage, lower baffle plate respectively, beam
Coupling stiffness k between body and bearingiC is damped with connectioniFor：
In formula：MiFor bridge pier equivalent modalities quality, mI isThe half quality of beam body (10), KiFor bridge pier modal stiffness, Ki=Mi
(2πfi)2, fiFor the natural frequency of vibration of pier body.
There is optimal coupling stiffness and connection damping value the beneficial effects of the invention are as follows, Flexible Connector, make beam body and
The dynamic vibration absorber that bearing formation one is attached to pier top, can effectively dissipate seismic energy, reduce high pier pier displacement, pier shaft
Moment of flexure and stress, can effectively improve the overall anti-seismic performance of bridge；Flexible Connector can be convenient with needs as the case may be
Set, make it possible to eliminate direction across bridge or along bridge to, direction across bridge or along bridge to vibration, and eliminate it is whole in the horizontal plane
Vibration；Vertical seat structure can continue to use the master of existing rubber support, lead core rubber support, friction pendulum support, shaped steel bearing etc.
Body, only changes its upper bracket plate, lower support plate, is used to install additional Flexible Connector with barrier structure, therefore
The production cost of bridge girder anti-seismic bearing can effectively be reduced.
Brief description of the drawings
This specification includes following six width accompanying drawing.
Fig. 1 is a kind of structural representation of energy-dissipating and shock-absorbing bridge pad of the utility model；
Fig. 2 is a kind of upward view of energy-dissipating and shock-absorbing bridge pad embodiment 1 of the utility model；
Fig. 3 is a kind of structural representation of energy-dissipating and shock-absorbing bridge pad of the utility model；
Fig. 4 is a kind of upward view of energy-dissipating and shock-absorbing bridge pad embodiment 2 of the utility model；
Fig. 5 is a kind of upward view of energy-dissipating and shock-absorbing bridge pad embodiment 3 of the utility model；
Fig. 6 is a kind of upward view of energy-dissipating and shock-absorbing bridge pad embodiment 2 of the utility model；
Component and corresponding mark are shown in figure：Beam body 10, vertical seat structure 20, upper bracket plate 21, overhead gage 211,
Lower support plate 22, lower baffle plate 221, pier body pinner 30, Flexible Connector 40.
Embodiment
The utility model is further illustrated with reference to the accompanying drawings and examples.
A kind of reference picture 1, energy-dissipating and shock-absorbing bridge pad of the present utility model, bearing includes upper bracket plate 21, lower support plate
22 and positioned at vertical seat structure 20 between the two, upper bracket plate 21, lower support plate 22 respectively with beam body 10, pier body pinner 30
It is fixedly connected.The upper bracket plate 21, the outer rim of lower support plate 22 have vertically extending overhead gage 211, lower baffle plate 221 respectively
Structure, it is the distal end of Flexible Connector 40, near in setting Flexible Connector 40 on horizontal plane between overhead gage 211, lower baffle plate 221
End is fixedly connected with overhead gage 211, lower baffle plate 221 respectively.Flexible Connector 40 is by elastomeric material or high-elastic damping material system
Into.
Connection coupling stiffness k between beam body 10 and bearingiC is damped with connectioniFor：
In formula：MiFor equivalent modalities quality, mI isThe half quality of beam body (10), KiFor modal stiffness, Ki=Mi(2πfi)2,
fiFor the natural frequency of vibration of pier body.
Modal stiffness KiIt can be determined by the following two kinds mode：
For the bridge pier for not yet starting to build, the FEM model of bridge pier is initially set up, model analysis is carried out, bridge pier is obtained
In the natural frequency of vibration f of vertical and horizontaliAnd correspondence mode, utilizing " mass of equivalence " to obtain, different modalities are corresponding to join matter of shaking
Amount, i.e. equivalent modalities mass Mi, the corresponding modal stiffness of rank mode utilize formula Ki=Mi(2πfi)2Obtain；
Bridge pier for having built completion, can be tested by Modal Test, obtain the natural frequency of vibration f of bridge pieri, correspondingly
Mode and equivalent modalities mass Mi.Modal stiffness utilizes formula Ki=Mi(2πfi)2Obtain.
Because Flexible Connector has optimal coupling stiffness and connection damping value, add beam body and bearing formation one
In the dynamic vibration absorber of pier top, can effectively dissipate seismic energy, reduce high pier pier displacement, pier shaft moment of flexure and stress, can have
Effect improves the overall anti-seismic performance of bridge.
Reference picture 1 and Fig. 3, vertical seat structure 20 can continue to use existing rubber support, lead core rubber support, friction pendulum branch
The main body of seat, shaped steel bearing etc., only changes its upper bracket plate 21, lower support plate 22, is used to install with barrier structure
Additional Flexible Connector, therefore can effectively reduce the production cost of bridge girder anti-seismic bearing.
Relative to traditional vibration absorption and isolation support, coupling stiffness of the utility model in the horizontal plane between beam body and pier body and
There is an optimal value, longitudinal rigidity and longitudinal mass of vibration and bridge pier of the optimal value damped with bridge beam body in connection damping
Longitudinal natural frequency of vibration it is relevant, lateral stiffness and damping optimal value with bridge beam body horizontal mass of vibration and bridge pier laterally from
Vibration frequency is relevant, excessive or too small, and its anti seismic efficiency can all be affected.According to the design principle of vibration absorption and isolation support, it is in water
Square to damping it is bigger, it is bigger to the dissipation effect of earthquake；The rigidity of its horizontal direction is smaller, and its isolation property is higher, but
Too small horizontal seat rigidity, it will cause very big beam body and pier displacement, traffic safety is threatened, this be not by
Allow.Therefore, an optimal value is not present in the rigidity of vibration absorption and isolation support in the horizontal plane and damping.
In way of realization, the utility model can by the optimal coupling stiffness between beam body and pier body and connection damping with
Existing bearing is combined to realize, i.e. the longitudinally, laterally coupling stiffness to bearing and connection damping claims, and complies with most
The demand of the figure of merit.In principle, the present invention be essentially different with vibration absorption and isolation support, vibration absorption and isolation support be by Low rigidity every
Shake and the principle of high-damping absorbing, improve the anti-seismic performance of bridge, the utility model is improved using the principle of dynamic absorber
Bridge pier anti-seismic performance, i.e., by rationally setting longitudinally, laterally coupling stiffness between beam body and pier body and connection to damp, using big
The vibration of quality beam body, absorbs and stores part seismic energy, and then consume this portion by the damping between beam body and pier body
Point energy, realize the vibration phase of the beam body in bridge pier natural frequency of vibration section with pier body vibration phase on the contrary, and then raising bridge pier hold
The moment of flexure and stress received, reduce destruction of the earthquake to pier body.
Flexible Connector 40 can easily be set with needs as the case may be, make it possible to eliminate direction across bridge or along bridge
To, direction across bridge or along bridge to vibration, and eliminate whole vibration in the horizontal plane.
Reference picture 2, the overhead gage 211, lower baffle plate 221, the horizontal plane of Flexible Connector 40 are projected in a ring, are used for
Eliminate whole vibration in the horizontal plane.
Reference picture 4, the overhead gage 211, lower baffle plate 221 are arranged at upper bracket plate 21, the direction across bridge both sides of lower support plate 22,
Flexible Connector 40 is arranged between direction across bridge homonymy overhead gage 211, lower baffle plate 221, the vibration for eliminating direction across bridge.
Reference picture 5, the overhead gage 211, lower baffle plate 221 are arranged at upper bracket plate 21, lower support plate 22 along bridge to both sides,
Flexible Connector 40 is arranged at along bridge between homonymy overhead gage 211, lower baffle plate 221, for eliminate along bridge to vibration.
Reference picture 6, the overhead gage 211, lower baffle plate 221 are arranged at upper bracket plate 21, the direction across bridge both sides of lower support plate 22
With vertical bridge to both sides, Flexible Connector 40 is arranged at direction across bridge and along bridge between homonymy overhead gage 211, lower baffle plate 221, is used for
Eliminate direction across bridge and along bridge to vibration.
The utility model a kind of some principles of energy-dissipating and shock-absorbing bridge pad described above that simply explain through diagrams, be not
The utility model is confined in shown and described concrete structure and the scope of application, therefore every phase for being possible to be utilized
It should change and equivalent, belong to the apllied the scope of the claims of the utility model.
Claims (6)
1. a kind of energy-dissipating and shock-absorbing bridge pad, bearing includes upper bracket plate (21), lower support plate (22) and positioned between the two
Vertical seat structure (20), upper bracket plate (21), lower support plate (22) are fixed with beam body (10), pier body pinner (30) respectively to be connected
Connect, it is characterized in that：The upper bracket plate (21), lower support plate (22) outer rim respectively have vertically extending overhead gage (211),
Lower baffle plate (221) structure, it is elastic in setting Flexible Connector (40) on horizontal plane between overhead gage (211), lower baffle plate (221)
The distal end of connector (40), near-end are fixedly connected with overhead gage (211), lower baffle plate (221) respectively, and beam body (10) is between bearing
Connection coupling stiffness kiC is damped with connectioniFor：
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In formula：MiFor equivalent modalities quality, miFor the half quality of beam body (10), KiFor modal stiffness, Ki=Mi(2πfi)2, fiFor
The natural frequency of vibration of pier body.
2. a kind of energy-dissipating and shock-absorbing bridge pad as claimed in claim 1, it is characterized in that：The Flexible Connector (40) is by rubber
Material or high-elastic damping material are made.
3. a kind of energy-dissipating and shock-absorbing bridge pad as claimed in claim 1, it is characterized in that：The overhead gage (211), lower baffle plate
(221), the horizontal plane of Flexible Connector (40) is projected in a ring.
4. a kind of energy-dissipating and shock-absorbing bridge pad as claimed in claim 1, it is characterized in that：The overhead gage (211), lower baffle plate
(221) upper bracket plate (21), lower support plate (22) direction across bridge both sides are arranged at, Flexible Connector (40) is arranged at direction across bridge homonymy
Between overhead gage (211), lower baffle plate (221).
5. a kind of energy-dissipating and shock-absorbing bridge pad as claimed in claim 1, it is characterized in that：The overhead gage (211), lower baffle plate
(221) upper bracket plate (21), lower support plate (22) are arranged at along bridge to both sides, Flexible Connector (40) is arranged at suitable bridge to homonymy
Between overhead gage (211), lower baffle plate (221).
6. a kind of energy-dissipating and shock-absorbing bridge pad as claimed in claim 1, it is characterized in that：The overhead gage (211), lower baffle plate
(221) upper bracket plate (21), lower support plate (22) direction across bridge both sides and vertical bridge are arranged to both sides, Flexible Connector (40) is set
In direction across bridge and suitable bridge between homonymy overhead gage (211), lower baffle plate (221).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720135094.2U CN206529686U (en) | 2017-02-15 | 2017-02-15 | A kind of energy-dissipating and shock-absorbing bridge pad |
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| CN201720135094.2U CN206529686U (en) | 2017-02-15 | 2017-02-15 | A kind of energy-dissipating and shock-absorbing bridge pad |
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| CN206529686U true CN206529686U (en) | 2017-09-29 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638288A (en) * | 2017-02-15 | 2017-05-10 | 中铁二院工程集团有限责任公司 | Energy-dissipation and seismic-mitigation bridge support |
| CN107964836A (en) * | 2017-11-15 | 2018-04-27 | 上海初厚振动科技有限公司 | A kind of Combined type vibration isolating device applied to track traffic |
-
2017
- 2017-02-15 CN CN201720135094.2U patent/CN206529686U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638288A (en) * | 2017-02-15 | 2017-05-10 | 中铁二院工程集团有限责任公司 | Energy-dissipation and seismic-mitigation bridge support |
| CN107964836A (en) * | 2017-11-15 | 2018-04-27 | 上海初厚振动科技有限公司 | A kind of Combined type vibration isolating device applied to track traffic |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| EE01 | Entry into force of recordation of patent licensing contract |
Assignee: Luoyang Shuangrui Special Equipment Co., Ltd. Assignor: China Railway Eryuan Engineering Group Co., Ltd. Contract record no.: 2018510000073 Denomination of utility model: Energy-dissipation and seismic-mitigation bridge support Granted publication date: 20170929 License type: Exclusive License Record date: 20181206 |
|
| EE01 | Entry into force of recordation of patent licensing contract |