CN107780444B - A kind of band restores the seismic isolation and reduction structure and its design method of function - Google Patents

A kind of band restores the seismic isolation and reduction structure and its design method of function Download PDF

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Publication number
CN107780444B
CN107780444B CN201710843947.2A CN201710843947A CN107780444B CN 107780444 B CN107780444 B CN 107780444B CN 201710843947 A CN201710843947 A CN 201710843947A CN 107780444 B CN107780444 B CN 107780444B
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superstructure
curved surface
energy dissipation
shake
sliding
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CN107780444A (en
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陈伟
陶忠
余登
叶鑫
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Kunming University of Science and Technology
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Kunming University of Science and Technology
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/08Protective 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

Abstract

The invention discloses seismic isolation and reduction structure and its design method that a kind of band restores function, structure includes superstructure I, superstructure II, prefabricated energy dissipation component, sliding block, sliding curved surface and rigid foundation basis;One of the superstructure I, superstructure II are supported on sliding curved surface, another kind in superstructure I, superstructure II is supported on the basis of rigid foundation, it is supported between superstructure bottom and the sliding curved surface on sliding curved surface and places sliding block, superstructure I, superstructure II have overhanging stiffening beam/floor independent, 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, be able to bear super rarely occurred earthquake, and function can be restored after shake.

Description

A kind of band restores the seismic isolation and reduction structure and its design method of function
Technical field
The present invention relates to seismic isolation and reduction structures and its design method that a kind of band restores function, belong to building structure field.
Background technique
With the building of friction-pendulum shock-insulation support under the small shake effect of suitable earthquake intensity, its function of shock insulation cannot be played, in It is obvious that shake and big shake act on lower isolating affection, and has the characteristic of friction energy-dissipating and Self-resetting.The extensional rigidity of friction pendulum support is close It is zero, for the Lateral Forces such as seismic force when skyscraper, Architectural fringes and corner will will appear certain pulling force, therefore right The friction pendulum support for being arranged in building periphery (especially skyscraper periphery) is easy to appear the case where pulling.
Seismic energy dissipation structure mainly passes through increases energy dissipation component or damper in the structure, provides additional resistance for structural system Buddhist nun.By energy dissipation component or damper to earthquake dissipation of energy, achieve the purpose that protect primary structural member.But it is 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 main structure component.Therefore, in big shake and super rarely occurred earthquake, the body structure portion of seismic energy dissipation structure is still It can so have damage, main structure deformation and damage are difficult to repair.
Recoverable function structure original is in the NEES/E-Defence America and Japan engineering second stage joint study meeting of America and Japan scholar View.Its main thought is the recovery of malformation and damage.Current Main are as follows: waving shear wall and rocking frame Malformation can restore after upper application prestressing force reaches shake;Damaged member by replacing structure reaches the recovery of structural damage. But in large scale structure, waves wall and rocking frame applies prestressing force difficulty, and loss of prestress is uncontrollable.
Summary of the invention
In view of the deficiencies of the prior art, the present invention provides seismic isolation and reduction structure and its design sides that a kind of band restores function Method.
The technical scheme is that a kind of band restores the seismic isolation and reduction structure of function, including superstructure I 1, superstructure II 2, prefabricated energy dissipation component 4, sliding block 5, sliding curved surface 6 and rigid foundation basis 7;
One of the superstructure I 1, superstructure II 2 are supported on sliding curved surface 6, superstructure I 1, top knot Another kind in structure II 2 is supported on rigid foundation basis 7, and the superstructure bottom and sliding being supported on sliding curved surface 6 are bent Sliding block 5 is placed between face 6, superstructure I 1, superstructure II 2 have overhanging stiffening beam/floor 3 independent, pass through Stiffening beam/floor 3 of superstructure I 1, superstructure II 2 is connected with each other by prefabricated energy dissipation 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 It connects.
A kind of design method of the seismic isolation and reduction structure of band recovery function, the method comprises the following steps:
S1, according to TMD shock absorption principle, each sectional dimension of members and material of preliminary selected superstructure I 1, superstructure II 2 Expect parameter, primarily determines the subsequent corrosion and coefficient of friction size of sliding curved surface 6;Wherein material parameter includes material category, material Expect strength grade;
S2, the space scale according to building select suitable prefabricated energy dissipation component 4 to be arranged in seismic isolation and reduction structure corresponding position In, response of the seismic isolation and reduction structure under small shake effect, after calculating, superstructure I 1, top are calculated by the method for time-history analysis When the elastic remaining of structure II 2 is in 50%-80% range, by adjusting superstructure I 1, the sectional dimension of superstructure II 2, material Expect the material parameter of parameter and prefabricated energy dissipation component 4, it is ensured that superstructure I 1, superstructure II 2 are under small shake effect Elastic stage.
Further include step S3:
S3, the response by structure adjusted in the method calculating step S2 of time-history analysis under middle shake effect, calculate Afterwards, when the elastic remaining of superstructure I 1, superstructure II 2 is in 30%-60% range, 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 upper When portion's structure I 1, the sectional dimension of superstructure II 2 and structure arrangement cannot still be met the requirements, the sliding surface of adjustment sliding curved surface 6 Radius;Structure adjusted must enable superstructure I 1, superstructure II 2 under middle shake effect in elastic stage.
Further include step S4:
S4, the response by structure adjusted in the method calculating step S3 of time-history analysis under big shake effect, calculate 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 It is not able to satisfy superstructure I 1 still, when superstructure II 2 is in elastic stage, the coefficient of friction of sliding curved surface 6 should be increased or adopts With more efficient prefabricated energy dissipation component 4;Under big shake effect, superstructure I 1, superstructure II 2 should be at structure adjusted Elastic stage.
Further include step S5:
S5, by step S4 determine structure it is small shake and middle shake operating condition under check again once, it is ensured that superstructure I 1, on Portion's structure II 2 is in elastic stage.
Further 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 are not up to limit of bearing capacity, if superstructure I 1, superstructure II 2 are beyond the bearing capacity when 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 replaced, and makes superstructure I 1, superstructure II 2 No more than limit of bearing capacity, and meet superstructure I 1, superstructure II 2 under small shake, middle shake, big shake in elastic shape State.
The beneficial effects of the present invention are: this kind of structural system can make upper body structure under small shake, middle shake, big shake effect It is in elastic stage, is able to bear super rarely occurred earthquake.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 replacing damage, structure function It can restore completely.
Detailed description of the invention
Fig. 1 is seismic isolation and reduction structure figure one of the invention;
Fig. 2 is seismic isolation and reduction structure figure two of the invention;
Fig. 3 is structural system theoretical calculation model figure of the invention;
Fig. 4 is structural base sliding curved surface and rigid foundation drawing of the invention;
Fig. 5 is prefabricated energy dissipation component connection figure between coupling beam of the invention;
Each label in figure: 1- superstructure I, 2- superstructure II, 3- stiffening beam/floor, the prefabricated energy dissipation component of 4-, 5- Sliding block, 6- slide curved surface, 7- rigid foundation basis, the affixed region a-, b- shock insulation region, M1, M2- superstructure I, superstructure II quality.
Specific embodiment
With reference to the accompanying drawings and examples, the invention will be further described, but the contents of the present invention be not limited to it is described Range.
Embodiment 1: as shown in Figs. 1-5, a kind of band restores 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, sliding curved surface 6 and rigid foundation basis 7;
One of the superstructure I 1, superstructure II 2 are supported on sliding curved surface 6, superstructure I 1, top knot Another kind in structure II 2 is supported on rigid foundation basis 7, and the superstructure bottom and sliding being supported on sliding curved surface 6 are bent Sliding block 5 is placed between face 6, superstructure I 1, superstructure II 2 have overhanging stiffening beam/floor 3 independent, pass through Stiffening beam/floor 3 of superstructure I 1, superstructure II 2 is connected with each other by prefabricated energy dissipation component 4.
It is possible to further be arranged 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 design method of the seismic isolation and reduction structure of band recovery function, the method comprises the following steps:
S1, according to TMD shock absorption principle, each sectional dimension of members and material of preliminary selected superstructure I 1, superstructure II 2 Expect parameter, primarily determines the subsequent corrosion and coefficient of friction size of sliding curved surface 6;Wherein material parameter includes material category, material Expect strength grade;
S2, the space scale according to building select suitable prefabricated energy dissipation component 4 to be arranged in seismic isolation and reduction structure corresponding position In, response of the seismic isolation and reduction structure under small shake effect, after calculating, superstructure I 1, top are calculated by the method for time-history analysis When the elastic remaining of structure II 2 is in 50%-80% range, by adjusting superstructure I 1, the sectional dimension of superstructure II 2, material Expect the material parameter of parameter and prefabricated energy dissipation component 4, it is ensured that superstructure I 1, superstructure II 2 are under small shake effect Elastic stage.
Further, can also include step S3:
S3, the response by structure adjusted in the method calculating step S2 of time-history analysis under middle shake effect, calculate Afterwards, when the elastic remaining of superstructure I 1, superstructure II 2 is in 30%-60% range, 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 upper When portion's structure I 1, the sectional dimension of superstructure II 2 and structure arrangement cannot still be met the requirements, the sliding surface of adjustment sliding curved surface 6 Radius;Structure adjusted must enable superstructure I 1, superstructure II 2 under middle shake effect in elastic stage.
Further, can also include step S4:
S4, the response by structure adjusted in the method calculating step S3 of time-history analysis under big shake effect, calculate 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 It is not able to satisfy superstructure I 1 still, when superstructure II 2 is in elastic stage, the coefficient of friction of sliding curved surface 6 should be increased or adopts With more efficient prefabricated energy dissipation component 4;Under big shake effect, superstructure I 1, superstructure II 2 should be at structure adjusted Elastic stage.
Further, can also include step S5:
S5, by step S4 determine structure it is small shake and middle shake operating condition under check again once, it is ensured that superstructure I 1, on Portion's structure II 2 is in elastic stage.
Further, can 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 are not up to limit of bearing capacity, if superstructure I 1, superstructure II 2 are beyond the bearing capacity when 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 replaced, and makes superstructure I 1, superstructure II 2 No more than limit of bearing capacity, and meet superstructure I 1, superstructure II 2 under small shake, middle shake, big shake in elastic shape State.
Embodiment 2: as shown in Figs. 1-5, a kind of band restores 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, sliding curved surface 6 and rigid foundation basis 7;
One of the superstructure I 1, superstructure II 2 are supported on sliding curved surface 6, superstructure I 1, top knot Another kind in structure II 2 is supported on rigid foundation basis 7, and the superstructure bottom and sliding being supported on sliding curved surface 6 are bent Sliding block 5 is placed between face 6, superstructure I 1, superstructure II 2 have overhanging stiffening beam/floor 3 independent, pass through Stiffening beam/floor 3 of superstructure I 1, superstructure II 2 is connected with each other by prefabricated energy dissipation component 4.
A kind of design method of the seismic isolation and reduction structure of band recovery function, the method comprises the following steps:
S1, according to TMD shock absorption principle, each sectional dimension of members and material of preliminary selected superstructure I 1, superstructure II 2 Expect parameter, primarily determines the subsequent corrosion and coefficient of friction size of sliding curved surface 6;Wherein material parameter includes material category, material Expect strength grade;
S2, the space scale according to building select suitable prefabricated energy dissipation component 4 to be arranged in seismic isolation and reduction structure corresponding position In, response of the seismic isolation and reduction structure under small shake effect, after calculating, superstructure I 1, top are calculated by the method for time-history analysis When the elastic remaining of structure II 2 is in 50%-80% range, by adjusting superstructure I 1, the sectional dimension of superstructure II 2, material Expect the material parameter of parameter and prefabricated energy dissipation component 4, it is ensured that superstructure I 1, superstructure II 2 are under small shake effect Elastic stage.
S3, the response by structure adjusted in the method calculating step S2 of time-history analysis under middle shake effect, calculate Afterwards, when the elastic remaining of superstructure I 1, superstructure II 2 is in 30%-60% range, 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 upper When portion's structure I 1, the sectional dimension of superstructure II 2 and structure arrangement cannot still be met the requirements, the sliding surface of adjustment sliding curved surface 6 Radius;Structure adjusted must enable superstructure I 1, superstructure II 2 under middle shake effect in elastic stage.
S4, the response by structure adjusted in the method calculating step S3 of time-history analysis under big shake effect, calculate 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 It is not able to satisfy superstructure I 1 still, when superstructure II 2 is in elastic stage, the coefficient of friction of sliding curved surface 6 should be increased or adopts With more efficient prefabricated energy dissipation component 4;Under big shake effect, superstructure I 1, superstructure II 2 should be at structure adjusted Elastic stage.
S5, by step S4 determine structure it is small shake and middle shake operating condition 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 when 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 replaced, and makes superstructure I 1, superstructure II 2 No more than limit of bearing capacity, and meet superstructure I 1, superstructure II 2 under small shake, middle shake, big shake in elastic shape State.
S7, situation is surveyed according to finally determining superstructure arrangement and parameter and ground, the sliding curved surface of design structure and just Property foundation.
Structure of the invention work progress:
(1) it is designed according to structure, carries out unwrapping wire in place first, determine sliding curved surface and rigid foundation base position.First Do rigid foundation basis, after do sliding curved surface.
(2) after foundation basic construction, while superstructure I 1, superstructure II 2 and its attached stiffening beam being done Or floor parts, it is connected after it is carried out using prefabricated energy dissipation component 4.
(3) way of above (2) is repeated, until building binds.
(3) structure energy-dissipating and shock-absorbing and principle can be restored
(1) under small shake effect, the superstructure for being supported in sliding curved surface does not start, and overall structure relies on prefabricated energy dissipation component Dissipation seismic energy is equal to current shock-damping structure.Since design superstructure is in elastic stage under small shake effect, Structure restores deformation by the elastic restoring force of itself after shake.
(2) under shake effect, the superstructure for being supported in sliding 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 principle.Shake Reach displacement by the horizontal component of structure natural resiliency restoring force and dead load on sliding curved surface afterwards to restore, replacement damage Prefabricated energy dissipation component after structure function restore completely.
(3) under big shake effect, the superstructure for being supported in sliding curved surface starts significantly to slide, superstructure I 1, top The TMD cushioning effect of structure II 2 highlights, while overall structure is largely consumed energy by prefabricated energy dissipation component 4 and sliding friction, thus 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 and restores, and structure function is restored completely after replacing the prefabricated energy dissipation component of damage.
(4) when super rarely occurred earthquake, superstructure equally passes through TMD damping, friction energy-dissipating, prefabricated energy dissipation component consumption with big shake Upper body structure division can be protected.
Above in conjunction with attached drawing, the embodiment of the present invention is explained in detail, but the present invention is not limited to above-mentioned Embodiment within the knowledge of a person skilled in the art can also be before not departing from present inventive concept Put that various changes can be made.

Claims (6)

1. the design method that a kind of band restores the seismic isolation and reduction structure of function, it is characterised in that: the seismic isolation and reduction structure with recovery function, Including superstructure I (1), superstructure II (2), prefabricated energy dissipation component (4), sliding block (5), sliding curved surface (6) and rigid foundation Basic (7);
One of the superstructure I (1), superstructure II (2) be supported on sliding curved surface (6) on, superstructure I (1), on Another kind in portion's structure II (2) is supported on rigid foundation basic (7), is supported on the superstructure bottom in sliding curved surface (6) Sliding block (5) are placed between portion and sliding curved surface (6), superstructure I (1), superstructure II (2) have independent overhanging rigid Property coupling beam/floor (3), by prefabricated energy dissipation component (4) by stiffening beam/floor of superstructure I (1), superstructure II (2) (3) it is connected with each other;
The method comprises the following steps:
S1, according to TMD shock absorption principle, each sectional dimension of members and material of preliminary selected superstructure I (1), superstructure II (2) Expect parameter, primarily determines the subsequent corrosion and coefficient of friction size of sliding curved surface (6);Wherein material parameter include material category, Strength of materials grade;
S2, the space scale according to building select suitable prefabricated energy dissipation component (4) to be arranged in seismic isolation and reduction structure corresponding position In, response of the seismic isolation and reduction structure under small shake effect is calculated by the method for time-history analysis, after calculating, superstructure I (1), on When portion's structure II (2) elasticity remaining is in 50%-80% range, by adjusting the section of superstructure I (1), superstructure II (2) The material parameter of size, material parameter and prefabricated energy dissipation component (4), it is ensured that superstructure I (1), superstructure II (2) are small Shake effect is lower to be in elastic stage.
2. according to the method described in claim 1, it is characterized by: it is described by prefabricated energy dissipation component (4) by superstructure I (1), stiffening beam/floor (3) of superstructure II (2) is hinged.
3. according to the method described in claim 1, it is characterized by also including step S3:
S3, the response by structure adjusted in the method calculating step S2 of time-history analysis under middle shake effect, after calculating, on When the elastic remaining of portion's structure I (1), superstructure II (2) is in 30%-60% range, to change superstructure I (1), superstructure The intrinsic frequency of II (2) is principle, adjustment superstructure I (1), the sectional dimension of superstructure II (2), structure arrangement;Pass through When adjustment superstructure I (1), the sectional dimension of superstructure II (2) and structure arrangement cannot still be met the requirements, adjustment sliding is bent The sliding surface radius in face (6);Structure adjusted must enable superstructure I (1), superstructure II (2) be under middle shake effect Elastic stage.
4. according to the method described in claim 3, it is characterized by also including step S4:
S4, the response by structure adjusted in the method calculating step 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 It is not able to satisfy superstructure I (1) still, when superstructure II (2) is in elastic stage, the friction system of sliding curved surface (6) should be increased Number uses more efficient prefabricated energy dissipation component (4);Structure adjusted is under big shake effect, superstructure I (1), top knot Structure II (2) should be at elastic stage.
5. according to the method described in claim 4, it is characterized by also including step S5:
S5, the structure determined in step S4 is checked once again under small shake and middle shake operating condition, it is ensured that superstructure I (1), top Structure II (2) is in elastic stage.
6. according to the method described in claim 5, it is characterized by also including 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) it is not up to limit of bearing capacity, if superstructure I (1), superstructure II (2) are beyond the bearing capacity when the limit, passes through increasing The coefficient of friction of big sliding curved surface (6) and replace more efficient prefabricated energy dissipation component (4) and be adjusted, make superstructure I (1), Superstructure II (2) be 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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CN204510476U (en) * 2015-01-29 2015-07-29 中南大学 A kind of multidimensional shock mount
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