CN107780444A - A kind of band recovers the seismic isolation and reduction structure and its design method of function - Google Patents
A kind of band recovers the seismic isolation and reduction structure and its design method of function Download PDFInfo
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- CN107780444A CN107780444A CN201710843947.2A CN201710843947A CN107780444A CN 107780444 A CN107780444 A CN 107780444A CN 201710843947 A CN201710843947 A CN 201710843947A CN 107780444 A CN107780444 A CN 107780444A
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- 238000002955 isolation Methods 0.000 title claims abstract description 24
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- 238000004458 analytical method Methods 0.000 claims description 12
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- 238000004364 calculation method Methods 0.000 claims description 9
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- 230000035939 shock Effects 0.000 claims description 6
- 241001080929 Zeugopterus punctatus Species 0.000 claims description 5
- 238000010521 absorption reaction Methods 0.000 claims description 4
- 230000007797 corrosion Effects 0.000 claims description 4
- 238000005260 corrosion Methods 0.000 claims description 4
- 230000008878 coupling Effects 0.000 claims description 3
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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Abstract
The invention discloses the seismic isolation and reduction structure and its design method that a kind of band recovers function, structure includes superstructure I, superstructure II, prefabricated energy dissipation component, sliding block, slip curved surface and rigid foundation basis；One kind in the superstructure I, superstructure II, which is supported on, to be slided on curved surface, another kind in superstructure I, superstructure II is supported on the basis of rigid foundation, it is supported on to slide and places sliding block between the superstructure bottom on curved surface and slip curved surface, superstructure I, superstructure II have each independent overhanging stiffening beam/floor, are connected with each other stiffening beam/floor of superstructure I, superstructure II by prefabricated energy dissipation component.The present invention can make upper body structure be in elastic stage under small shake, middle shake, big shake effect, can bear super rarely occurred earthquake, and function can be recovered after shake.
Description
Technical field
The present invention relates to the seismic isolation and reduction structure and its design method that a kind of band recovers function, belong to building structure field.
Background technology
With the building of friction-pendulum shock-insulation support under the small shake effect of suitable earthquake intensity, it is impossible to its function of shock insulation is played, in
Shake and the lower isolating affection of big shake effect are obvious, and have the characteristic of friction energy-dissipating and Self-resetting.The extensional rigidity of friction pendulum support is near
It is zero, for the Lateral Force such as seismic force when skyscraper, certain pulling force will occurs in Architectural fringes and corner, therefore right
It is arranged in building periphery（Particularly skyscraper periphery）Friction pendulum support easily there is situation about pulling.
Seismic energy dissipation structure provides additional resistance mainly by increasing energy dissipation component or damper in the structure, for structural system
Buddhist nun.By energy dissipation component or damper to earthquake dissipation of energy, reach the purpose for protecting primary structural member.But shaking greatly
Even super rarely occurred earthquake when, dissipative member or damper are not enough to consume more seismic energy, and most seismic energies is also
It is to be consumed by agent structure component.Therefore, in big shake and super rarely occurred earthquake, the body structure portion of seismic energy dissipation structure is still
Damage so is had, the deformation of its agent structure and damage are difficult to repair.
NEES/E-Defence America and Japan engineering second stage joint study meeting of the functional structure original in America and Japan scholar can be recovered
View.Its main thought is the recovery of malformation and damage.Current Main is：Waving shear wall and rocking frame
Malformation can recover after upper application prestressing force reaches shake；Damaged member by changing structure reaches the recovery of structural damage.
But in large scale structure, wave wall and rocking frame applies prestressing force difficulty, and loss of prestress is uncontrollable.
The content of the invention
In view of the shortcomings of the prior art, the invention provides seismic isolation and reduction structure and its design side that a kind of band recovers function
Method.
The technical scheme is that：A kind of band recovers the seismic isolation and reduction structure of function, including superstructure I 1, superstructure
II 2, prefabricated energy dissipation component 4, sliding block 5, slip curved surface 6 and rigid foundation basis 7；
One kind in the superstructure I 1, superstructure II 2, which is supported on, to be slided on curved surface 6, superstructure I 1, superstructure II
Another kind in 2 is supported on rigid foundation basis 7, be supported on slide curved surface 6 on superstructure bottom with slide curved surface 6 it
Between place sliding block 5, superstructure I 1, superstructure II 2 have each independent overhanging stiffening beam/floor 3, disappeared by prefabricated
Stiffening beam/floor 3 of superstructure I 1, superstructure II 2 is connected with each other by energy component 4.
It is described mutually to be cut with scissors stiffening beam/floor 3 of superstructure I 1, superstructure II 2 by prefabricated energy dissipation component 4
Connect.
A kind of band recovers the design method of the seismic isolation and reduction structure of function, and methods described step is as follows：
S1, according to TMD shock absorption principles, preliminary selected superstructure I 1, each sectional dimension of members and the material ginseng of superstructure II 2
Number, primarily determine that the subsequent corrosion and coefficient of friction size for sliding curved surface 6；Wherein it is strong to include material category, material for material parameter
Spend grade；
S2, the space scale according to building, suitable prefabricated energy dissipation component 4 is selected to be arranged in seismic isolation and reduction structure relevant position,
Response of the seismic isolation and reduction structure under small shake effect, after calculating, superstructure I 1, superstructure are calculated by the method for time-history analysis
When II 2 elastic remainings are in 50%-80% scopes, joined by adjusting superstructure I 1, the sectional dimension of superstructure II 2, material
The material parameter of several and prefabricated energy dissipation component 4, it is ensured that superstructure I 1, superstructure II 2 are under small shake effect in elasticity
State.
Also include step S3：
S3, the response by the structure after being adjusted in the method calculation procedure S2 of time-history analysis under middle shake effect, after calculating, on
When portion's structure I 1, II 2 elastic remaining of superstructure are in 30%-60% scopes, to change superstructure I 1, superstructure II 2
Intrinsic frequency is principle, adjustment superstructure I 1, the sectional dimension of superstructure II 2, structure arrangement；By adjusting superstructure
I 1, when the sectional dimension of superstructure II 2 and structure arrangement still can not meet to require, the sliding surface radius of curved surface 6 is slided in adjustment；Adjust
Structure after whole must make superstructure I 1, superstructure II 2 be in elastic stage under middle shake effect.
Also include step S4：
S4, the response by the structure after being adjusted in the method calculation procedure S3 of time-history analysis under big shake effect, after calculating, on
When portion's structure I 1, superstructure II 2 are not at elastic stage, the method first passed through in step S3 is adjusted, after adjustment still not
When can meet that superstructure I 1, superstructure II 2 are in elastic stage, the coefficient of friction for sliding curved surface 6 should be increased or used more
Efficient prefabricated energy dissipation component 4；For structure after adjustment under big shake effect, superstructure I 1, superstructure II 2 should be at elasticity
State.
Also include step S5：
S5, by the structure determined in step S4 it is small shake and it is middle shake operating mode under check again once, it is ensured that superstructure I 1, top knot
Structure II 2 is in elastic stage.
Also include step S6：
S6, the structure determined in step S4 is subjected to super rarely occurred earthquake checking computations, at least ensures that superstructure I 1, superstructure II 2
Limit of bearing capacity is not up to, if superstructure I 1, superstructure II 2 are beyond the bearing capacity during the limit, is slided by increasing
The coefficient of friction of curved surface 6 is adjusted with more efficient prefabricated energy dissipation component 4 is changed, and makes superstructure I 1, superstructure II 2 not
Be beyond the bearing capacity the limit, and meets that superstructure I 1, superstructure II 2 are in elastic stage under small shake, middle shake, big shake.
The beneficial effects of the invention are as follows：This kind of structural system can make upper body structure under small shake, middle shake, big shake effect
Elastic stage is in, super rarely occurred earthquake can be born.Pass through the elastic restoring force of structure itself after small shake, middle shake, big shake
And the horizontal component recovery malformation of curved surface superstructure gravity is slided, and after the prefabricated energy dissipation component for changing damage, structure work(
It can recover completely.
Brief description of the drawings
Fig. 1 is the seismic isolation and reduction structure figure one of the present invention；
Fig. 2 is the seismic isolation and reduction structure figure two of the present invention；
Fig. 3 is the structural system theoretical calculation model figure of the present invention；
The structural base that Fig. 4 is the present invention slides curved surface and rigid foundation drawing；
Fig. 5 is prefabricated energy dissipation component connection figure between coupling beam of the invention；
Each label in figure：1- superstructures I, 2- superstructures II, 3- stiffening beams/floor, the prefabricated energy dissipation components of 4-, 5- are slided
Block, 6- slide curved surface, 7- rigid foundations basis, the affixed regions of a-, b- shock insulations region, M1, M2- superstructure I, superstructure II
Quality.
Embodiment
With reference to the accompanying drawings and examples, the invention will be further described, but present disclosure be not limited to it is described
Scope.
Embodiment 1：As Figure 1-5, a kind of band recovers the seismic isolation and reduction structure of function, including superstructure I 1, top knot
Structure II 2, prefabricated energy dissipation component 4, sliding block 5, slip curved surface 6 and rigid foundation basis 7；
One kind in the superstructure I 1, superstructure II 2, which is supported on, to be slided on curved surface 6, superstructure I 1, superstructure II
Another kind in 2 is supported on rigid foundation basis 7, be supported on slide curved surface 6 on superstructure bottom with slide curved surface 6 it
Between place sliding block 5, superstructure I 1, superstructure II 2 have each independent overhanging stiffening beam/floor 3, disappeared by prefabricated
Stiffening beam/floor 3 of superstructure I 1, superstructure II 2 is connected with each other by energy component 4.
It is possible to further set it is described by prefabricated energy dissipation component 4 by superstructure I 1, the rigidity of superstructure II 2
Coupling beam/floor 3 is hinged.
A kind of band recovers the design method of the seismic isolation and reduction structure of function, and methods described step is as follows：
S1, according to TMD shock absorption principles, preliminary selected superstructure I 1, each sectional dimension of members and the material ginseng of superstructure II 2
Number, primarily determine that the subsequent corrosion and coefficient of friction size for sliding curved surface 6；Wherein it is strong to include material category, material for material parameter
Spend grade；
S2, the space scale according to building, suitable prefabricated energy dissipation component 4 is selected to be arranged in seismic isolation and reduction structure relevant position,
Response of the seismic isolation and reduction structure under small shake effect, after calculating, superstructure I 1, superstructure are calculated by the method for time-history analysis
When II 2 elastic remainings are in 50%-80% scopes, joined by adjusting superstructure I 1, the sectional dimension of superstructure II 2, material
The material parameter of several and prefabricated energy dissipation component 4, it is ensured that superstructure I 1, superstructure II 2 are under small shake effect in elasticity
State.
Further, step S3 can also be included：
S3, the response by the structure after being adjusted in the method calculation procedure S2 of time-history analysis under middle shake effect, after calculating, on
When portion's structure I 1, II 2 elastic remaining of superstructure are in 30%-60% scopes, to change superstructure I 1, superstructure II 2
Intrinsic frequency is principle, adjustment superstructure I 1, the sectional dimension of superstructure II 2, structure arrangement；By adjusting superstructure
I 1, when the sectional dimension of superstructure II 2 and structure arrangement still can not meet to require, the sliding surface radius of curved surface 6 is slided in adjustment；Adjust
Structure after whole must make superstructure I 1, superstructure II 2 be in elastic stage under middle shake effect.
Further, step S4 can also be included：
S4, the response by the structure after being adjusted in the method calculation procedure S3 of time-history analysis under big shake effect, after calculating, on
When portion's structure I 1, superstructure II 2 are not at elastic stage, the method first passed through in step S3 is adjusted, after adjustment still not
When can meet that superstructure I 1, superstructure II 2 are in elastic stage, the coefficient of friction for sliding curved surface 6 should be increased or used more
Efficient prefabricated energy dissipation component 4；For structure after adjustment under big shake effect, superstructure I 1, superstructure II 2 should be at elasticity
State.
Further, step S5 can also be included：
S5, by the structure determined in step S4 it is small shake and it is middle shake operating mode under check again once, it is ensured that superstructure I 1, top knot
Structure II 2 is in elastic stage.
Further, step S6 can also be included：
S6, the structure determined in step S4 is subjected to super rarely occurred earthquake checking computations, at least ensures that superstructure I 1, superstructure II 2
Limit of bearing capacity is not up to, if superstructure I 1, superstructure II 2 are beyond the bearing capacity during the limit, is slided by increasing
The coefficient of friction of curved surface 6 is adjusted with more efficient prefabricated energy dissipation component 4 is changed, and makes superstructure I 1, superstructure II 2 not
Be beyond the bearing capacity the limit, and meets that superstructure I 1, superstructure II 2 are in elastic stage under small shake, middle shake, big shake.
Embodiment 2：As Figure 1-5, a kind of band recovers the seismic isolation and reduction structure of function, including superstructure I 1, top knot
Structure II 2, prefabricated energy dissipation component 4, sliding block 5, slip curved surface 6 and rigid foundation basis 7；
One kind in the superstructure I 1, superstructure II 2, which is supported on, to be slided on curved surface 6, superstructure I 1, superstructure II
Another kind in 2 is supported on rigid foundation basis 7, be supported on slide curved surface 6 on superstructure bottom with slide curved surface 6 it
Between place sliding block 5, superstructure I 1, superstructure II 2 have each independent overhanging stiffening beam/floor 3, disappeared by prefabricated
Stiffening beam/floor 3 of superstructure I 1, superstructure II 2 is connected with each other by energy component 4.
A kind of band recovers the design method of the seismic isolation and reduction structure of function, and methods described step is as follows：
S1, according to TMD shock absorption principles, preliminary selected superstructure I 1, each sectional dimension of members and the material ginseng of superstructure II 2
Number, primarily determine that the subsequent corrosion and coefficient of friction size for sliding curved surface 6；Wherein it is strong to include material category, material for material parameter
Spend grade；
S2, the space scale according to building, suitable prefabricated energy dissipation component 4 is selected to be arranged in seismic isolation and reduction structure relevant position,
Response of the seismic isolation and reduction structure under small shake effect, after calculating, superstructure I 1, superstructure are calculated by the method for time-history analysis
When II 2 elastic remainings are in 50%-80% scopes, joined by adjusting superstructure I 1, the sectional dimension of superstructure II 2, material
The material parameter of several and prefabricated energy dissipation component 4, it is ensured that superstructure I 1, superstructure II 2 are under small shake effect in elasticity
State.
S3, the response by the structure after being adjusted in the method calculation procedure S2 of time-history analysis under middle shake effect, are calculated
Afterwards, when superstructure I 1, II 2 elastic remaining of superstructure are in 30%-60% scopes, to change superstructure I 1, superstructure
II 2 intrinsic frequency is principle, adjustment superstructure I 1, the sectional dimension of superstructure II 2, structure arrangement；By in adjustment
When portion's structure I 1, the sectional dimension of superstructure II 2 and structure arrangement still can not meet to require, the sliding surface of curved surface 6 is slided in adjustment
Radius；Structure after adjustment must make superstructure I 1, superstructure II 2 be in elastic stage under middle shake effect.
S4, the response by the structure after being adjusted in the method calculation procedure S3 of time-history analysis under big shake effect, are calculated
Afterwards, when superstructure I 1, superstructure II 2 are not at elastic stage, the method first passed through in step S3 is adjusted, after adjustment
When can not still meet that superstructure I 1, superstructure II 2 are in elastic stage, the coefficient of friction for sliding curved surface 6 should be increased or adopted
With more efficient prefabricated energy dissipation component 4；Under big shake effect, superstructure I 1, superstructure II 2 should be at structure after adjustment
Elastic stage.
S5, by the structure determined in step S4 it is small shake and it is middle shake operating mode under check again once, it is ensured that superstructure I 1, on
Portion's structure II 2 is in elastic stage.
S6, the structure determined in step S4 is subjected to super rarely occurred earthquake checking computations, at least ensures that superstructure I 1, superstructure
II 2 are not up to limit of bearing capacity, if superstructure I 1, superstructure II 2 are beyond the bearing capacity during the limit, are slided by increasing
The coefficient of friction of moving surface 6 is adjusted with more efficient prefabricated energy dissipation component 4 is changed, and makes superstructure I 1, superstructure II 2
No more than limit of bearing capacity, and meet that superstructure I 1, superstructure II 2 are in elastic shape under small shake, middle shake, big shake
State.
S7, survey situation according to the superstructure arrangement and parameter and ground that finally determine, the slip curved surface of design structure and just
Property foundation.
Structure construction procedure of the present invention：
（1）According to structure design, unwrapping wire is carried out in place first, it is determined that sliding curved surface and rigid foundation base position.First do just
Property foundation, after do slip curved surface.
（2）After foundation basic construction, while do superstructure I 1, superstructure II 2 and its attached stiffening beam
Or floor parts, connected after it is carried out using prefabricated energy dissipation component 4.
（3）More than repeating（2）Way, until building bind.
（Three）Structure energy-dissipating and shock-absorbing and principle can be recovered
（1）Under small shake effect, the superstructure for being supported in slip curved surface does not start, and overall structure dissipates by prefabricated energy dissipation component
Seismic energy, it is equal to current shock-damping structure.Because design superstructure is in elastic stage under small shake effect, after shake
Structure recovers deformation by the elastic restoring force of itself.
（2）Under middle shake effect, the superstructure for being supported in slip curved surface starts to slide, and overall structure relies on prefabricated energy dissipating structure
Part and sliding friction dissipation seismic energy, while superstructure I 1, superstructure II 2 reach damping effect by TMD principles.Shake
Reach displacement by the horizontal component of structure natural resiliency restoring force and dead load on curved surface is slided afterwards to recover, change damage
Prefabricated energy dissipation component after structure function recover completely.
（3）Under big shake effect, the superstructure for being supported in slip curved surface starts significantly to slide, superstructure I 1, top
The TMD cushioning effects of structure II 2 are highlighted, while overall structure is largely consumed energy by prefabricated energy dissipation component 4 and sliding friction, so as to
Play protection superstructure I 1, the purpose of superstructure II 2.By structure natural resiliency restoring force and dead load in cunning after shake
Horizontal component on moving surface reaches displacement recovery, and structure function is recovered completely after changing the prefabricated energy dissipation component of damage.
（4）During super rarely occurred earthquake, superstructure is equally consumed with big shake by TMD dampings, friction energy-dissipating, prefabricated energy dissipation component
Upper body structure division can be protected.
Above in conjunction with accompanying drawing to the present invention embodiment be explained in detail, but the present invention be not limited to it is above-mentioned
Embodiment, can also be before present inventive concept not be departed from those of ordinary skill in the art's possessed knowledge
Put that various changes can be made.
Claims (7)
1. a kind of band recovers the seismic isolation and reduction structure of function, it is characterised in that：Including superstructure I（1）, superstructure II（2）, it is pre-
Energy dissipation component processed（4）, sliding block（5）, slide curved surface（6）With rigid foundation basis（7）；
The superstructure I（1）, superstructure II（2）In one kind be supported on slip curved surface（6）On, superstructure I（1）, on
Portion's structure II（2）In another kind be supported on rigid foundation basis（7）On, it is supported on slip curved surface（6）On superstructure bottom
Portion is with sliding curved surface（6）Between place sliding block（5）, superstructure I（1）, superstructure II（2）Have each it is independent it is overhanging just
Property coupling beam/floor（3）, pass through prefabricated energy dissipation component（4）By superstructure I（1）, superstructure II（2）Stiffening beam/floor
（3）It is connected with each other.
2. band according to claim 1 recovers the seismic isolation and reduction structure of function, it is characterised in that：It is described to pass through prefabricated energy dissipating structure
Part（4）By superstructure I（1）, superstructure II（2）Stiffening beam/floor（3）It is hinged.
3. a kind of method that band designed described in claim 1 or 2 recovers the seismic isolation and reduction structure of function, it is characterised in that：It is described
Method and step is as follows：
S1, according to TMD shock absorption principles, tentatively selected superstructure I（1）, superstructure II（2）Each sectional dimension of members and material
Expect parameter, primarily determine that slip curved surface（6）Subsequent corrosion and coefficient of friction size；Wherein material parameter include material category,
Strength of materials grade；
S2, the space scale according to building, select suitable prefabricated energy dissipation component（4）It is arranged in seismic isolation and reduction structure relevant position
In, response of the seismic isolation and reduction structure under small shake effect, after calculating, superstructure I are calculated by the method for time-history analysis（1）, on
Portion's structure II（2）When elastic remaining is in 50%-80% scopes, by adjusting superstructure I（1）, superstructure II（2）Section
Size, material parameter and prefabricated energy dissipation component（4）Material parameter, it is ensured that superstructure I（1）, superstructure II（2）Small
Shake effect is lower to be in elastic stage.
4. according to the method for claim 3, it is characterised in that：Also include step S3：
S3, the response by the structure after being adjusted in the method calculation procedure S2 of time-history analysis under middle shake effect, after calculating, on
Portion's structure I（1）, superstructure II（2）When elastic remaining is in 30%-60% scopes, to change superstructure I（1）, superstructure
Ⅱ（2）Intrinsic frequency be principle, adjust superstructure I（1）, superstructure II（2）Sectional dimension, structure arrangement；Pass through
Adjust superstructure I（1）, superstructure II（2）Sectional dimension and structure arrangement when still can not meet to require, adjustment is slided bent
Face（6）Sliding surface radius；Structure after adjustment must make superstructure I（1）, superstructure II（2）It is under middle shake effect
Elastic stage.
5. according to the method for claim 4, it is characterised in that：Also include step S4：
S4, the response by the structure after being adjusted in the method calculation procedure S3 of time-history analysis under big shake effect, after calculating, on
Portion's structure I（1）, superstructure II（2）When being not at elastic stage, the method first passed through in step S3 is adjusted, after adjustment
Superstructure I can not still be met（1）, superstructure II（2）During in elastic stage, slip curved surface should be increased（6）Friction system
Number uses more efficient prefabricated energy dissipation component（4）；Structure after adjustment is under big shake effect, superstructure I（1）, top knot
Structure II（2）It should be at elastic stage.
6. according to the method for claim 5, it is characterised in that：Also include step S5：
S5, by the structure determined in step S4 it is small shake and it is middle shake operating mode under check again once, it is ensured that superstructure I（1）, top
Structure II（2）In elastic stage.
7. according to the method for claim 6, it is characterised in that：Also include step S6：
S6, the structure determined in step S4 is subjected to super rarely occurred earthquake checking computations, at least ensures that superstructure I（1）, superstructure II
（2）Limit of bearing capacity is not up to, if superstructure I（1）, superstructure II（2）During the limit that is beyond the bearing capacity, then pass through increasing
It is big to slide curved surface（6）Coefficient of friction and change more efficient prefabricated energy dissipation component（4）It is adjusted, makes superstructure I（1）、
Superstructure II（2）No more than limit of bearing capacity, and meet superstructure I（1）, superstructure II（2）It is small shake, it is middle shake,
Big shake is lower to be in elastic stage.
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| CN201710843947.2A CN107780444B (en) | 2017-09-19 | 2017-09-19 | A kind of band restores the seismic isolation and reduction structure and its design method of function |
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| CN201710843947.2A CN107780444B (en) | 2017-09-19 | 2017-09-19 | A kind of band restores the seismic isolation and reduction structure and its design method of function |
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| CN107780444B CN107780444B (en) | 2019-09-27 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111764376A (en) * | 2020-07-17 | 2020-10-13 | 燕山大学 | Earthquake-resistant building foundation pile |
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| CN103362147A (en) * | 2013-06-20 | 2013-10-23 | 上海师范大学 | Building multi-directional self-resetting seismic isolation structure |
| CN204510476U (en) * | 2015-01-29 | 2015-07-29 | 中南大学 | A kind of multidimensional shock mount |
| CN204850119U (en) * | 2015-06-10 | 2015-12-09 | 浙江工业职业技术学院 | Building shock mounting |
| CN106638281A (en) * | 2015-11-02 | 2017-05-10 | 株洲时代新材料科技股份有限公司 | Friction pendulum isolation device |
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2017
- 2017-09-19 CN CN201710843947.2A patent/CN107780444B/en active Active
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08240033A (en) * | 1995-03-02 | 1996-09-17 | Sumitomo Constr Co Ltd | Base isolation structure |
| CN103362147A (en) * | 2013-06-20 | 2013-10-23 | 上海师范大学 | Building multi-directional self-resetting seismic isolation structure |
| CN204510476U (en) * | 2015-01-29 | 2015-07-29 | 中南大学 | A kind of multidimensional shock mount |
| CN204850119U (en) * | 2015-06-10 | 2015-12-09 | 浙江工业职业技术学院 | Building shock mounting |
| CN106638281A (en) * | 2015-11-02 | 2017-05-10 | 株洲时代新材料科技股份有限公司 | Friction pendulum isolation device |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111764376A (en) * | 2020-07-17 | 2020-10-13 | 燕山大学 | Earthquake-resistant building foundation pile |
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