CN103233607A - Reinforced concrete periodic damping structure and construction method thereof - Google Patents
Reinforced concrete periodic damping structure and construction method thereof Download PDFInfo
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- CN103233607A CN103233607A CN201310129742XA CN201310129742A CN103233607A CN 103233607 A CN103233607 A CN 103233607A CN 201310129742X A CN201310129742X A CN 201310129742XA CN 201310129742 A CN201310129742 A CN 201310129742A CN 103233607 A CN103233607 A CN 103233607A
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Abstract
The invention discloses a reinforced concrete periodic damping structure which comprises a vertical supporting structure and a horizontal force transmission structure. The vertical supporting structure comprises columns, walls, primary beams and secondary beams, the horizontal force transmission structure comprises floor slabs and roof plates, the vertical supporting structure is formed by overcall pouring, the horizontal force transmission structure is arranged on the vertical supporting structure, an elastic body element is arranged between the bottom surface of the horizontal force transmission structure and the vertical supporting structure, and elastic body elements are arranged between adjacent lateral surfaces of the horizontal force transmission structure or lateral surfaces of the horizontal force transmission structure and the vertical supporting structure. The reinforced concrete periodic damping structure enables the floor slabs or the roof plates in a concrete building structure to be used as principles and methods of periodic damping elements, can guarantee that the floor slabs and the roof plates achieve normal using functions, can also reduce earthquake response of buildings, and simultaneously can guarantee that an energy consumption mechanism is formed by the main vertical supporting structure according to an ideal plasticity model.
Description
Technical field
The present invention relates to reinforced concrete structure anti-seismic technology field, particularly relate to a kind of concrete floor or roof panel form the periodic structure damping jointly as periodic structure element and other member of structure structure and job practices.
Background technology
Along with to the going deep into of the analysis of building structure seimic disaster census and research, the antidetonation of building and the control technology of shaking is also flourish and achieve initial success.In all kinds of anti-seismic technologies, the base isolation technology is to arrange to form the shock insulation layer with reset function by parts such as rubber earthquake isolation support and damping units between building foundation, bottom or substructure and superstructure, to prolong the natural vibration period of total system, reduce the horizontal earthquake action of input superstructure, reach the shockproof requirement of expection; The energy-dissipating and shock-absorbing technology then is that sinker is set in the house, and relative deformation and relative acceleration by sinker provide additional damping, to consume the seismic energy of input structure, reaches the shockproof damping requirement of expection.
The base isolation method has suitable stiffness characteristics, the gentle perfect connection structure of damping water in the horizontal direction, thereby it is fruitful aspect the elimination of level earthquake effect, but when higher or depth-width ratio is big when depth of building, horizontal earthquake or the vertical pulling capacity of vertical seimic bearing cause that very easily neoprene bearing lost efficacy, the stress characteristic of the vertical carrying of neoprene bearing simultaneously, also make it be difficult to reach in vertical power consumption or to the building periodic adjustment, thus rubber earthquake isolation support to be used for the less house of multilayer and depth-width ratio many.Again owing to horizontal relative displacement between the vertical differential settlement in basis and bearing all has responsive influence to the isolation property of rubber earthquake isolation support, need globality and the stability on basis under the neoprene bearing all to reach higher level, ground is handled and the infrastructure expense has remarkable rising.
Energy-dissipating and shock-absorbing device in the energy-dissipating and shock-absorbing technology need come dissipation energy by bigger relative deformation and relative acceleration, when building rigidity is big, relative storey displacement angle etc. hour, be difficult to reach the expection damping effect; Simultaneously, the making processing cost of energy-dissipating and shock-absorbing device components and parts is higher, and cost is bigger when arranging in a large number, but then causes the significantly reduction of damping effect during local the setting owing to the incomplete coupling of practical structures and computational analysis model.
The periodic structure cushion technique that rises gradually was a kind of new building damping thought in recent years.This technology is transplanted to the physical features of phonon crystal material the damper technology of building structure based on the electron energy band theory.Periodic structure be have different elastic propertys material in the space by certain periodic arrangement, when ripple is propagated, by the high reflection of low-loss, form subduing and weakening of component frequency ripple in periodic structure, this part frequency is called " forbidden band ".A new road has been pointed out in the development that this vibration band gap properties of periodic structure is damping technology.
Existing periodic structure shock insulation or cushion technique, main direction of studying is at the position, building foundation.By Utopian periodicity material ranges and topological mode being set, inquiring into the frequency forbidden band index that can reach, when these frequencies are close with the superstructure frequency, can be the earthquake input service that reduces top-out; Simultaneously, by the periodic structure of different dimensions is set, subdue multidirectional seismic energy input.Because the theoretical foundation of this technology needs the desirable infinite range of being arranged as of cycle material, in research process, then exhaust and may big overall size do analysis, because the basis is limited in scope, can there be certain error during practical engineering application; In addition, also have certain distance in present stage the natural vibration period of the frequecy characteristic of peculiar band gap and the eigenperiod in place, building etc., can not well reach damping effect.
When adopting periodic structure to analyze in the basis, periodic structure is not included superstructure in the part of self, and only with superstructure as service object.If the various members of superstructure are made its feature that also has periodic structure by certain construction measure, then can take full advantage of the fluctuation function of building itself, subdue the earthquake input energy from foundation.When especially higher when the top-out height, the scale of construction was big, the easier formation of periodic structure had overcome the excessive discrepancy with the theoretical basic assumption in forbidden band.Compare with other cushion techniques, but good development prospect is also being arranged aspect the cost control practical operation.
In addition, traditional cast-in-situ beam slab structure, because the monobloc cast of floor and beam, cause the hogging moment bearing capacity of bean column node place beam to surpass its designed output, make the strong column and weak beam failure mode in the conceptual design be difficult to form, cause cylinder or bean column node district to destroy in advance, thereby cause building collapsing.
Defective at prior art exists proposes the present invention.
Summary of the invention
The purpose of this invention is to provide a kind of steel concrete primary structure member---vertical support member and floor, roof slab form periodic structure, thereby the structure of implementation structure damping and the job practices of this structure, the original building of each position member and structure function of use be can guarantee, its unique damping and antidetonation mission given simultaneously again.
For achieving the above object, technical scheme provided by the invention is: a kind of steel concrete is shock-damping structure periodically, comprise vertical support structure and horizontal force transferring structure, the vertical support structure comprises post, wall, girder and secondary beam, horizontal force transferring structure comprises floor and roof panel, described vertical support structure is that monobloc cast forms, and lays horizontal force transferring structure on the vertical support structure, is provided with elastomer element between the bottom surface of horizontal force transferring structure and the vertical braced structures; Be provided with elastomer element between the side surface of adjacent horizontal force transferring structure or between the side surface of horizontal force transferring structure and vertical braced structures.
Described vertical braced structures is frame construction, described horizontal force transferring structure is floor, girder, the secondary beam of vertical braced structures are ledger beam, the floor piecemeal is placed in district's lattice that girder and secondary beam be separated to form, and the floor of each district's lattice forms fluctuation and power transmission mechanism by flexible member and the vertical braced structures of periphery of floor basal surface and floor side surface.
Described vertical braced structures is wall body construction, described horizontal force transferring structure is floor, body of wall is done ribbon at the floor place and is chosen ear, girder, the secondary beam of vertical braced structures are ledger beam, the floor piecemeal is placed in district's lattice that girder, secondary beam and body of wall be separated into, and floor of each district's lattice forms fluctuation and power transmission mechanism by flexible member and the peripheral vertical support structure of floor basal surface and side surface.
Described horizontal force transferring structure is floor, when the girder system of floor leap vertical support structure is made continuous slab, floor makes floor and girder, secondary beam and post, wall form fluctuation and power transmission mechanism by horizontal shearing rigidity and the horizontal distortion of the flexible member between floor basal surface and the girder system.
When utilizing the tension and compression rigidity of floor side surface flexible member and tension and compression elasticity, the flexible member between floor basal surface and vertical support member can transmit vertical load with steel rider axle or steel ball.
The present invention also provides the periodically job practices of shock-damping structure of steel concrete, may further comprise the steps,
A) with the member of the main body vertical support structure of concrete structure, comprise that post, wall and flooring girder, secondary beam adopt the monobloc cast construction to finish in advance;
B) choosing ear place elastic elements on the beam of girder or secondary beam and on beam side or the wall, or steel rider axle or steel ball are being set as the components and parts of supporting floor vertical load;
C) lifting is laid floor, roof system or cast-in-situ floor, roof system on the flexible member that sets, floor passes through these flexible members and transmit vertical load when normal the use, passes through these elements and post, wall, beam formation fluctuation and power transmission mechanism when geological process.
Aforesaid flexible member is rubber pad or steel spring
The invention has the beneficial effects as follows:
Compare with other shock insulation and cushion technique, reinforced concrete structure body design of the present invention becomes periodic structure to reach the damping purpose to have following innovation:
1, the research of periodic structure in base isolation is extended in the upper body structure, greatly enriched the application of periodic structure cushion technique in building structure, not only can overcome many technical difficulties of periodic structure base isolation, the construction system that can effectively utilize upper body to enrich simultaneously forms the periodic feature of effective structure, can wait to reach the damping purpose of the best by piecemeal, layering setting;
2, enrich structural damping and control shake theoretical system and the implementation method of technology, expanded to from traditional base isolation, energy-dissipating and shock-absorbing technological thought and utilize the structural cycle feature to reach the wave energy reflection and subdue purpose, reduced the earthquake response of structure;
3, the enforcement of the joint structure of periodic structure is simple, easy to make, to the not influence of normal use of building.Can not be affected because integral body is subjected to the curved pulling capacity that causes when arranging on the high-level structure yet.On dropping into, cost also controls easily than traditional energy-dissipating and shock-absorbing technology;
4, the shock absorption principle of periodic structure is lower to the requirement of structural damping, compares easy enforcement with other shock-damping structure;
5, bean column node and floor non-whole water the construction measure that is connected clear and definite function separately divide, the ductility structuring concept of strong column and weak beam is represented fully.
Description of drawings
When considered in conjunction with the accompanying drawings, by the reference following detailed, can more completely understand the present invention better and learn wherein many attendant advantages easily, but accompanying drawing described herein is used to provide further understanding of the present invention, constitute a part of the present invention, illustrative examples of the present invention and explanation thereof are used for explaining the present invention, do not constitute to improper restriction of the present invention, wherein:
Fig. 1 is the construction sequence figure of steel concrete periodic structure of the present invention;
Fig. 2 is overall structure schematic diagram of the present invention;
Connect organigram between vertical support structure, piecemeal building roof system and the flexible member in the concrete periodic structure of Fig. 3 invention;
Fig. 4 connects organigram between vertical support structure, trans-regional building roof system and the flexible member in the concrete periodic structure of the present invention;
Fig. 5 is the disengaged configuration of bean column node place floor and node region.
The specific embodiment
For above-mentioned purpose of the present invention, feature and advantage can be become apparent more, the present invention is further detailed explanation below in conjunction with the drawings and specific embodiments.
Each member of structure upper body of the present invention forms the principle of periodic structure and the reinforced concrete buildings that implementation method goes for all band floors.
With reference to Fig. 1, Fig. 2, Fig. 1 illustrates the sequence of construction method example that periodic structure of the present invention forms, and may further comprise the steps:
With reference to Fig. 3, the connection construction measure of building of the present invention, roof components piecemeal layout is shown.When floor 2 when piecemeal is arranged in district's lattice that wall 12 or beam 13 forms, other main components 1 of floor 2 and district's lattice periphery interact by elastomer element 3 and form periodic structures.Floor 2 is bearing on beam ear 131 or the wall ear 121 can also can transmit vertical load by rubber pad 32 by slip roll shaft or ball 4.
With reference to Fig. 4, the connection construction measure of building of the present invention, roof components zone layout is shown.When floor 2 leap beams 13 were arranged in the big zone continuously, other main components 1 of floor 2 and edges of regions formed periodic structure by elastomer element 3 interactions; When crossing over the intermediate floors beam, at floor elastomer element 3 or slip roll shaft or ball 4 are set for 2 times.When floor arranges elastomer element 32 times, not only transmit vertical load by elastomer element 3, also form periodic structure by its horizontal shearing rigidity.
With reference to figure 5, periodic structure of the present invention is shown at the connection structure at bean column node place, floor 2 is not connected with bean column node 14 integral body, though reduced the globality of floor and beam column, but the plastic hinge on beam-ends top is occurred by designing requirement, reach the power consumption of main structure body under the big shake.
The described flexible member 3 of embodiments of the invention can adopt rubber pad, block rubber or steel spring.
More than concrete structure main body provided by the present invention is formed periodic structure principle with implementation method and is connected to construct and is described in detail, used concrete case herein principle of the present invention and embodiment are set forth, the explanation of above example just is used for helping to understand method of the present invention and core concept thereof; Simultaneously, for one of ordinary skill in the art, according to thought of the present invention, the part that all can change in specific embodiments and applications, in sum, this description should not be construed as limitation of the present invention.
Claims (8)
1. steel concrete shock-damping structure periodically, comprise vertical support structure and horizontal force transferring structure, the vertical support structure comprises post, wall, girder and secondary beam, horizontal force transferring structure comprises floor and roof panel, it is characterized in that, described vertical support structure is that monobloc cast forms, and lays horizontal force transferring structure on the vertical support structure, is provided with elastomer element between the bottom surface of horizontal force transferring structure and the vertical braced structures; Be provided with elastomer element between the side surface of adjacent horizontal force transferring structure or between the side surface of horizontal force transferring structure and vertical braced structures.
2. a kind of steel concrete according to claim 1 shock-damping structure periodically, it is characterized in that: described vertical braced structures is frame construction, described horizontal force transferring structure is floor, girder, the secondary beam of vertical braced structures are ledger beam, the floor piecemeal is placed in district's lattice that girder and secondary beam be separated to form, and the floor of each district's lattice forms fluctuation and power transmission mechanism by flexible member and the vertical braced structures of periphery of floor basal surface and floor side surface.
3. a kind of steel concrete according to claim 1 shock-damping structure periodically, it is characterized in that: described vertical braced structures is wall body construction, described horizontal force transferring structure is floor, body of wall is done ribbon at the floor place and is chosen ear, girder, the secondary beam of vertical braced structures are ledger beam, the floor piecemeal is placed in district's lattice that girder, secondary beam and body of wall be separated into, and floor of each district's lattice forms fluctuation and power transmission mechanism by flexible member and the peripheral vertical support structure of floor basal surface and side surface.
4. a kind of steel concrete according to claim 1 shock-damping structure periodically, it is characterized in that: described horizontal force transferring structure is floor, when the girder system of floor leap vertical support structure is made continuous slab, floor makes floor and girder, secondary beam and post, wall form fluctuation and power transmission mechanism by horizontal shearing rigidity and the horizontal distortion of the flexible member between floor basal surface and the girder system.
5. according to the described a kind of steel concrete periodicity shock-damping structure of arbitrary claim among the claim 1-4, it is characterized in that: described flexible member is rubber pad or steel spring.
6. according to the described a kind of steel concrete periodicity shock-damping structure of arbitrary claim among the claim 1-4, it is characterized in that: when utilizing the tension and compression rigidity of floor side surface flexible member and tension and compression elasticity, the flexible member between floor basal surface and vertical support member can transmit vertical load with steel rider axle or steel ball.
7. the job practices of a steel concrete periodicity shock-damping structure as claimed in claim 1 is characterized in that, may further comprise the steps,
A) with the member of the main body vertical support structure of concrete structure, comprise that post, wall and flooring girder, secondary beam adopt the monobloc cast construction to finish in advance;
B) choosing ear place elastic elements on the beam of girder or secondary beam and on beam side or the wall, or steel rider axle or steel ball are being set as the components and parts of supporting floor vertical load;
C) lifting is laid floor, roof system or cast-in-situ floor, roof system on the flexible member that sets, floor passes through these flexible members and transmit vertical load when normal the use, passes through these elements and post, wall, beam formation fluctuation and power transmission mechanism when geological process.
8. the job practices of steel concrete periodicity shock-damping structure according to claim 7 is characterized in that the flexible member in the described step b) is rubber pad or steel spring.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201310129742.XA CN103233607B (en) | 2013-04-15 | 2013-04-15 | Reinforced concrete periodic damping structure and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201310129742.XA CN103233607B (en) | 2013-04-15 | 2013-04-15 | Reinforced concrete periodic damping structure and construction method thereof |
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| CN103233607A true CN103233607A (en) | 2013-08-07 |
| CN103233607B CN103233607B (en) | 2015-07-15 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103696576A (en) * | 2013-12-12 | 2014-04-02 | 上海通用金属结构工程有限公司 | Method for constructing industrial heat supply station figured-steel structural roof |
| CN106930403A (en) * | 2017-04-27 | 2017-07-07 | 四川云图瑞科技有限公司 | One kind quickly realizes building decoration material conversion equipment |
| CN107060126A (en) * | 2017-04-26 | 2017-08-18 | 华侨大学 | It is a kind of that the system for carrying out structural damping is slid using floor |
| CN111411689A (en) * | 2020-04-01 | 2020-07-14 | 陈贞全 | Frame structure for preventing cast-in-place floor slab from improving bending resistance of frame beam |
| CN112580210A (en) * | 2020-12-22 | 2021-03-30 | 中国铁路设计集团有限公司 | Vibration isolation frequency band regulation and control design method for one-dimensional periodic cushion layer vibration reduction ballast bed |
| CN113503029A (en) * | 2021-07-20 | 2021-10-15 | 广州大学 | Construction method of assembled energy dissipation buttress connection node |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1059770A (en) * | 1990-09-06 | 1992-03-25 | 陆建衡 | Shock insulation and elimination device for high storeyed building construction |
| JPH108743A (en) * | 1996-06-20 | 1998-01-13 | Isamu Saito | Earthquake resisting indoor shelter |
| CN102995941A (en) * | 2012-12-31 | 2013-03-27 | 傅礼铭 | Shock-absorbing house |
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2013
- 2013-04-15 CN CN201310129742.XA patent/CN103233607B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1059770A (en) * | 1990-09-06 | 1992-03-25 | 陆建衡 | Shock insulation and elimination device for high storeyed building construction |
| JPH108743A (en) * | 1996-06-20 | 1998-01-13 | Isamu Saito | Earthquake resisting indoor shelter |
| CN102995941A (en) * | 2012-12-31 | 2013-03-27 | 傅礼铭 | Shock-absorbing house |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103696576A (en) * | 2013-12-12 | 2014-04-02 | 上海通用金属结构工程有限公司 | Method for constructing industrial heat supply station figured-steel structural roof |
| CN107060126A (en) * | 2017-04-26 | 2017-08-18 | 华侨大学 | It is a kind of that the system for carrying out structural damping is slid using floor |
| CN106930403A (en) * | 2017-04-27 | 2017-07-07 | 四川云图瑞科技有限公司 | One kind quickly realizes building decoration material conversion equipment |
| CN111411689A (en) * | 2020-04-01 | 2020-07-14 | 陈贞全 | Frame structure for preventing cast-in-place floor slab from improving bending resistance of frame beam |
| CN111411689B (en) * | 2020-04-01 | 2021-06-04 | 山东黄河建工有限公司 | Reinforced concrete frame structure |
| CN112580210A (en) * | 2020-12-22 | 2021-03-30 | 中国铁路设计集团有限公司 | Vibration isolation frequency band regulation and control design method for one-dimensional periodic cushion layer vibration reduction ballast bed |
| CN113503029A (en) * | 2021-07-20 | 2021-10-15 | 广州大学 | Construction method of assembled energy dissipation buttress connection node |
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| CN103233607B (en) | 2015-07-15 |
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