CN106499240A - There is the telescopic anti-buckling support of multistage buckling strength and positioning metal rubber power consumption ring - Google Patents

There is the telescopic anti-buckling support of multistage buckling strength and positioning metal rubber power consumption ring Download PDF

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Publication number
CN106499240A
CN106499240A CN201610836047.0A CN201610836047A CN106499240A CN 106499240 A CN106499240 A CN 106499240A CN 201610836047 A CN201610836047 A CN 201610836047A CN 106499240 A CN106499240 A CN 106499240A
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China
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buckling
metal
energy
core walls
rubber ring
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CN106499240B (en
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何浩祥
王文涛
解鑫
孙赫临
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SHANDONG QINGYI INTELLIGENT EQUIPMENT MANUFACTURING Co.,Ltd.
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Beijing University of Technology
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04HBUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00Buildings, or groups of buildings, or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake, extreme climate
    • E04H9/02Buildings, or groups of buildings, or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake, extreme climate withstanding earthquake or sinking of ground
    • E04H9/021Bearing, supporting or connecting constructions specially adapted for such buildings

Abstract

There is the telescopic anti-buckling support of multistage buckling strength and positioning metal rubber power consumption ring, under the little load such as normal load and wind load, buckling-restrained energy-dissipation is in stable elastic stage, only provides stable rigidity and stress to structure, is not involved in consuming energy.When structure bears larger geological process, buckling-restrained energy-dissipation starts to play its energy dissipation capacity, as metal-rubber ring is enclosed within Core Walls Structure outer layer by equally spaced, and make buckling-restrained energy-dissipation that positioning flexing to occur under middle violent earthquake effect, and the Core Walls Structure with metal-rubber ring of different-diameter is set, Core Walls Structure with metal-rubber ring has the buckling strength and ultimate bearing capacity of different stage due to the different of size, therefore the working condition of energy consuming can be successively entered in different phase, and dissipate more larger shake energy.So as to solve the problems, such as from great and manufacturing procedure is complicated and waste of material, supporting base end portion are easily destroyed and yield force height etc..

Description

Have multistage buckling strength and positioning metal rubber power consumption ring telescopic anti-buckling Support
Technical field
The present invention relates to a kind of telescopic anti-buckling support of the ring that consumes energy with multistage flexing power and positioning metal rubber, this Invention belongs to wind resistance, antidetonation and the cushion technique field of civil engineering.
Background technology
To occur significantly to destroy under the strong wind load of civil engineering structure or geological process, in some instances it may even be possible to occur huge Big casualties and economic asset loss.Therefore, for wind load and geological process the characteristics of, carries out rational engineering structure Aseismic Design, and destruction journey of the structure under corresponding natural calamity is substantially mitigated using effective structural vibration reduction control technology Degree.Structural vibration reduction control installs certain device (such as isolation cushion etc.) or certain mechanism (as consumed energy i.e. in the privileged site of structure Support, energy-consuming shear wall and energy dissipation node etc.) or certain kernel texture (such as tuned mass damper, TMD etc.) or applying external force (outside Energy input), so that dynamic characteristics or the dynamic action of structure is altered or modified, have so as to provide a safety for structural seismic The approach of effect.
Metal sheet slitting damper is a kind of passive energy-dissipating device conventional both at home and abroad, and its general principle is the modeling using metal Property hysteresis deformation consuming vibrational energy, there is prominent hysteretic characteristic, with simple structure, hysteresis after mecystasis is entered Stable performance, the features such as cheap, mechanical model is clear and definite.As the metal material yield point used by metal sheet slitting damper is led to Often higher, power consumption state is hardly entered under high wind effect, therefore such damper middle can only shake and play a role under big shake, its Applicability under little shake needs to improve.
Used as another kind of commonly used energy-consumption shock-absorption device, buckling-restrained energy-dissipation has common support and metal power consumption concurrently The supporting form of damper dual-use function.Under little shake, anti-buckling support works as the not common support of unstability, to knot Structure provides anti-side rigidity.Under middle shake or big shake, due to being subject to the sidewise restraint of outsourcing confining part, inner core surrender section is supported to exist Under state tension or in compression, energy total cross-section fully surrenders dissipation seismic energy, makes the most of holding elasticity of agent structure so as to more Easily realize that the big shake of building can be repaiied.Buckling-restrained energy-dissipation is because of its damping clear mechanism, damping effect is notable, construct letter Single, applied widely, easy to maintenance the advantages of, paid attention to by numerous domestic and international researchers, current Chinese scholars have been ground Study carefully exploitation number of different types and heteroid buckling-restrained energy-dissipation, and in new construction and Aseismatic Reinforcement work It is applied in journey, achieves good economic benefit and social benefit.
But buckling-restrained energy-dissipation common at present there is also some problems, the core cell of support is main power consumption dress Put, but existing anti-buckling supporting core unit is more single, even if having multiple core cells, its flexing power and ultimate bearing capacity Also identical.With this understanding, once floor gap occurs all supporting cores of heavy damage almost flexing simultaneously, story stiffness is unexpected Reduce, weak floor is easily formed so as to cause to concentrate destruction, realize bending step by step under different phase that also cannot be in geological process Bent power consumption.Due to manufacture error, the randomness of load, cause buckling-restrained energy-dissipation surrender in actual use position with Machine, there is any discrepancy with actual condition to make the expectation condition of design, while bringing difficulty to design and analysis;Need to carry out end Strengthen, the core cell of some supports is welded by ordinary steel and low-yield steel, cause support processed complex and material Material is wasted, and great majority are supported needs application without binding material, causes support component material category more, is caused to set chronometric analysis and is stranded When the processing and manufacturing of difficult, element and assembling, quality and precision are wayward, and constraint element can produce slip, affect anti-buckling energy-consumption The overall anti seismic efficiency of support;Constraint element needs perfusion mortar, general steel construction factory cannot complete independently make, and make support Deadweight is larger, limits its application in lightweight steel construction, and in addition mortar easily crushes destruction and causes to support generation local to bend Bent.
In order to improve such case, the present invention proposes a kind of with multistage buckling strength and positioning metal rubber power consumption ring Telescopic anti-buckling support.Under the little load such as normal load and wind load, buckling-restrained energy-dissipation is in stable bullet Proterties state, only provides stable rigidity and stress to structure, is not involved in consuming energy.When structure bears larger geological process, prevent Energy consuming supports to originate waves its energy dissipation capacity, as metal-rubber ring is enclosed within Core Walls Structure outer layer by equally spaced, and makes to prevent Energy consuming is supported on the lower generation positioning flexing of middle violent earthquake effect, and arranges the core with metal-rubber ring of different-diameter Cylinder, the Core Walls Structure with metal-rubber ring have the buckling strength and ultimate bearing capacity of different stage due to the different of size, because This can successively enter the working condition of energy consuming in different phase, and dissipate more larger shake energy.Common anti-so as to solve The core cell that energy consuming is supported can not realize energy consuming step by step, and surrender position is difficult to determine, constraint element needs to irrigate Mortar causes which from great and manufacturing procedure is complicated and waste of material, supporting base end portion are easily destroyed and yield force height etc. is asked Topic.Buckling-restrained energy-dissipation is finally made to give full play to the effect of passive energy dissipation, protection structure under the dynamic action of varying strength The safety of main body.
Content of the invention
The present invention proposes a kind of telescopic anti-buckling support of the ring that consumes energy with multistage buckling strength and positioning metal rubber. Under the little load such as normal load and wind load, buckling-restrained energy-dissipation is in stable elastic stage, only carries to structure For stable rigidity and stress, it is not involved in consuming energy.When structure bears larger geological process, buckling-restrained energy-dissipation starts to send out Its energy dissipation capacity is waved, as metal-rubber ring is enclosed within Core Walls Structure outer layer by equally spaced, and makes buckling-restrained energy-dissipation big in There is positioning flexing, and the Core Walls Structure with metal-rubber ring of setting different-diameter under geological process, with metal-rubber ring Core Walls Structure has the buckling strength and ultimate bearing capacity of different stage due to the different of size, therefore can be in different phase successively The working condition of energy consuming is entered, dissipate more larger shake energy.So as to solve the core of common buckling-restrained energy-dissipation Unit can not realize energy consuming step by step, surrender position is difficult to determine, constraint element need perfusion mortar cause which from great and And manufacturing procedure is complicated and waste of material, supporting base end portion are easily destroyed and the problem of yield force height etc..
To achieve these goals, following technical scheme this invention takes:
There is the telescopic anti-buckling support of multistage buckling strength and positioning metal rubber power consumption ring, mainly include support end Portion 1, junction steel plate 2, outer constraint sleeve 3, metal-rubber ring 4, Core Walls Structure 5.Supporting base end portion 1 by junction steel plate 2 with anti-buckling The outer constraint sleeve 3 of energy dissipation brace is connected, and reserves multiple holes of different sizes, in core on the section of outer constraint sleeve 3 5 outer layers are equally spaced puts layer of metal rubber ring 4 for cylinder, are then put into the mounted Core Walls Structure 5 with metal-rubber ring 4 outer Inside the reserved hole of constraint sleeve 3, the buckling-restrained energy-dissipation for connecting on steel structure frame, in normal load and Under the little load action such as wind load, buckling-restrained energy-dissipation provides certain anti-side rigidity equivalent to common support for structure, Under middle shake and big shake effect, the presence of positioning metal rubber ring 4 makes Core Walls Structure 5 that positioning flexing to occur, with metal-rubber ring 4 Core Walls Structure 5 has the buckling strength and ultimate bearing capacity of different stage due to the different of size, therefore can be in different phase elder generation The working condition of energy consuming is entered afterwards, and dissipate more bigger seismic energies, so as to avoid the destruction of main structure body and component.
Supporting base end portion 1 is welded on junction steel plate 2, and junction steel plate 2 welds the one end for constraining sleeve 3 outside again, realizes propping up Support end 1 and the connection of buckling-restrained energy-dissipation main body section, the diameter of junction steel plate 2 will be such as outer constraint sleeve 3, its Radius-thickness ratio is controlled 0.2 to 0.5, and junction steel plate 2 is too thin weak floor easily occurs.1 other end of supporting base end portion passes through high intensity spiral shell Bolt is connected with main structure body (beam and column), and under wind load and geological process, main structure body is forced through supporting base end portion 1 and connects Connect steel plate 2 and effectively pass to buckling-restrained energy-dissipation.
Multiple holes of different sizes are reserved on the section of outer constraint sleeve 3, these holes are for placing metal-rubber Ring 4 and Core Walls Structure 5, outer constraint sleeve 3 provides lateral support under normal load effect, is responsible for providing tied mechanism, prevents There is entirety and local buckling when Core Walls Structure 5 is pressed by axle, the strength classes of structural steel that therefore outer constraint sleeve 3 is selected is more than or equal to Q345, to ensure that outer constraint sleeve 3 can provide sufficiently large constraint in the case where shake greatly is acted on.
Metal-rubber ring 4 adopts metal rubber material, metal-rubber be by coil of wire spirality, through braiding, plus Molded metal material, the characteristic with high resiliency, high-damping are enclosed within the outer of Core Walls Structure 5 by equally spaced for metal-rubber ring 4 Layer, is put into the position of metal-rubber ring 4 equivalent to weakened, and buckling-restrained energy-dissipation local weakens and adds equivalent to other positions By force, the weak part of buckling-restrained energy-dissipation is made to be transferred to the position for being put into metal-rubber ring 4, metal-rubber by supporting base end portion 1 The yield strength of ring 4 is less than the yield strength of Core Walls Structure 5, so that the Core Walls Structure 5 of buckling-restrained energy-dissipation is on wind load and ground Shake effect is lower to there is positioning flexing, realizes that buckling-restrained energy-dissipation surrenders the clarification in certain roles at position and non-compliant position, in addition gold Category rubber ring 4 can realize superlastic due to its high resiliency, the characteristic of high-damping, the stage that positioning energy consuming occurs in Core Walls Structure 5 Property power consumption, be further ensured that the security of main structure body.
Core Walls Structure 5 adopts Low Yield Point Steel, and the working condition for easily entering surrender under middle shake and greatly shake effect is carried out Sufficiently consume energy, layer of metal rubber ring 4 on the equally spaced set of outer layer of Core Walls Structure 5, by mounted band metal-rubber ring 4 Core Walls Structure 5 place in the reserved hole of constraint sleeve 3 outside, and several groups of diameters core with metal-rubber ring 4 not etc. is set Heart cylinder 5, makes buckling strength and ultimate bearing capacity of the Core Walls Structure 5 with different stage due to the different of size, therefore this several groups Core Walls Structure 5 with metal-rubber ring 4 can successively enter the work shape of energy consuming under middle shake and big shake effect in different phase State, realizes flexing step by step, and dissipate more bigger seismic energies, so as to avoid the destruction of main structure body and component.
Compared with prior art, advantages of the present invention is as follows:
1) Core Walls Structure with metal-rubber ring that the present invention is not mutually equal using several groups of diameters, due to the difference of size, makes Core Walls Structure with metal-rubber ring has the buckling strength and ultimate bearing capacity of different stage, therefore this several groups band metal-rubber rings Core Walls Structure under middle shake and big shake effect, can successively enter the working condition of energy consuming in different phase, realize bending step by step Song, so that ensure that buckling restrained bracing possesses more bigger energy dissipation capacities and is unlikely to form weak storey.
2) present invention adopts the Core Walls Structure with metal-rubber ring, and Core Walls Structure adopts low-yield steel pipe, due to its yield point The low working condition for easily entering power consumption under geological process.Metal-rubber ring adopts metal-rubber, metal-rubber ring to adopt Metal rubber material, metal-rubber are that through braiding, the metal material of extrusion forming, with height by coil of wire spirality Elasticity, the characteristic of high-damping, the characteristic of its material can make which, and more preferable cooperating under geological process dissipates greatly with Core Walls Structure The seismic energy of amount, so as to the safety of protection structure main body.
3), by equally spaced for the metal-rubber ring outer layer for being enclosed within Core Walls Structure, the position for being put into metal-rubber ring is suitable for the present invention In weakened, buckling-restrained energy-dissipation local weakens to be strengthened equivalent to other positions, makes the weak part of buckling-restrained energy-dissipation The position for being put into metal-rubber ring is transferred to by supporting base end portion, it is to avoid strengthen supporting base end portion, buckling-restrained energy-dissipation is in wind load With positioning flexing under geological process, the clarification in certain roles at buckling-restrained energy-dissipation surrender position and non-compliant position is realized.
4) present invention is connected between the outer constraint sleeve of buckling-restrained energy-dissipation and Core Walls Structure using metal-rubber boxing, core Mortar and concrete are not filled between heart cylinder and outer constraint sleeve, so as to mitigate deadweight, it is to avoid manufacturing procedure complexity and material Waste, be particularly suitable for longspan structure.
5) under normal load or little shake effect, buckling-restrained energy-dissipation provides only stable the present invention in elastic stage Rigidity, equivalent to common support;Under middle shake and big shake effect, now there is multistage buckling strength and positioning metal rubber to consume energy The telescopic anti-buckling support of ring produces effective flexing using the Core Walls Structure with metal-rubber ring at positioning metal rubber ring And fully consume energy, due to the size of each Core Walls Structure with metal-rubber ring different, therefore corresponding flexing power and ultimate bearing Power has different stage, energy consuming can occur successively in different stresses, and dissipate more bigger seismic energies, so as to protect The shield security of agent structure and component in earthquake.
Description of the drawings
Fig. 1 is buckling-restrained energy-dissipation stereogram of the present invention.
Fig. 2 is Figure 1A-A longitudinal sections sectional view of the present invention.
Fig. 3 is Figure 1B-B longitudinal sections sectional view of the present invention.
Fig. 4 is Fig. 1 C-C cross section views of the present invention.
Fig. 5 is the single Core Walls Structure profile with metal-rubber ring of the present invention.
Fig. 6 is that buckling-restrained energy-dissipation of the present invention is positioned over the plan in steel structure frame.
In figure:Sleeve, 4- metal-rubber rings, 5- Core Walls Structures, 6- nodes is constrained outside 1- supporting base end portions, 2- junction steel plates, 3- Plate, 7- steel framework beams, 8- steel structure frame posts.
Specific embodiment
Embodiment 1:
The specific embodiment of the present invention is described in detail below in conjunction with the accompanying drawings.
As shown in figures 1 to 6, it is multiple Core Walls Structure combined type buckling-restrained energy-dissipation of the present invention with weakening, which is main Including supporting base end portion 1, junction steel plate 2, outer constraint sleeve 3, metal-rubber ring 4, Core Walls Structure 5, gusset plate 6, steel framework beam 7th, steel structure frame post 8.
Supporting base end portion 1 is welded on junction steel plate 2, and junction steel plate 2 welds the one end for constraining sleeve 3 outside, its weld seam again Type of attachment T-shaped connects, and weld seam form is angle welding, using E50 type welding rods, realizes supporting base end portion 1 and buckling-restrained energy-dissipation The connection of main body section.The diameter of junction steel plate 2 will be such as outer constraint sleeve 3, and its radius-thickness ratio control connects 0.2 to 0.5 Connect that steel plate 2 is too thin weak floor easily occurs.Supporting base end portion 1 is connected by high-strength bolt with gusset plate 6, and gusset plate 6 passes through High-strength bolt is connected with main structure body (steel framework beam 7 and steel structure frame post 8), in wind load and geological process Under, main structure body is forced through supporting base end portion 1 and junction steel plate 2 effectively passes to buckling-restrained energy-dissipation, wherein high intensity Bolt adopts strength grade for 10.9 grades, and the steel that supporting base end portion 1 and junction steel plate 2 are selected are Q345, the diameter of junction steel plate 2 For 60cm, thickness is 20cm.
The strength classes of structural steel that outer constraint sleeve 3 is adopted reserves seven sizes not for Q345 on the section of outer constraint sleeve 3 With hole, a diameter of 60cm of outer constraint sleeve 3, seven cavities are divided into three groups, from terms of Fig. 4 C-C cross sections, both the above and Bottom two is one group of diameter 15cm, and two of middle both sides are one group of diameter 10cm, and of bosom is one group of diameter 30cm, these holes are that outer constraint sleeve 3 is provided under normal load effect for placing metal-rubber ring 4 and Core Walls Structure 5 Lateral support, is responsible for providing tied mechanism, prevents Core Walls Structure 5 from entirety and local buckling occurring when being pressed by axle, using steel strength Grade Q345, to ensure to provide sufficiently large constraint under geological process.
Metal-rubber ring 4 adopts metal rubber material, metal-rubber be by coil of wire spirality, through braiding, plus Molded metal material, the characteristic with high resiliency, high-damping start at interval of 50cm sets upper from the upper end of Core Walls Structure 5 Individual metal-rubber ring 4, occurs to loosen landing in order to avoid metal-rubber ring 4 is enclosed within Core Walls Structure 5, carries out in their seam crossing Welding smears last layer high-strength structureal adhesives in seam crossing, is put into the position of metal-rubber ring 4 equivalent to weakened, prevents bending Bent energy dissipation brace local weakens to be strengthened equivalent to other positions, makes the weak part of buckling-restrained energy-dissipation by 1 turn of supporting base end portion The position for being put into metal-rubber ring 4 is moved on to, the yield strength of metal-rubber ring 4 is less than the yield strength of Core Walls Structure 5, so that anti- The Core Walls Structure 5 that energy consuming is supported occurs to position flexing under wind load and geological process, realizes that buckling-restrained energy-dissipation is surrendered Position and the clarification in certain roles at non-compliant position, metal-rubber ring 4 is due to its high resiliency, the characteristic of high-damping in addition, in Core Walls Structure 5 The stage that positioning energy consuming occurs can realize that super-elasticity consumes energy, and be further ensured that the security of main structure body.
Core Walls Structure 5 adopts Low Yield Point Steel, and the rigidity from steel is Q160, holds very much under middle shake and big shake effect The working condition for easily entering surrender is sufficiently consumed energy, and the size of 5 diameter of Core Walls Structure with metal-rubber ring 4 is also classified into three Group, diameter are respectively 10cm, 15cm, 30cm, and in actual fabrication component, the size of this three groups of diameters is than outer about collar Little 1cm to the 2cm of the reserved hole of cylinder 3, it is ensured that the Core Walls Structure 5 with metal-rubber ring 4 is easier to be put into reserved hole.To install The good Core Walls Structure 5 with metal-rubber ring 4 is placed in the reserved hole of constraint sleeve 3 outside, outer constraint sleeve 3 and band metal rubber One layer of non-cohesive material or very narrow and small air layer is provided between the Core Walls Structure 5 of glue ring 4, can be reduced or eliminated because of Core Walls Structure 5 by the power for passing to outer constraint sleeve 3 during compression swelling.Core Walls Structure 5 is made to have the flexing of different stage strong due to the difference of size Degree and ultimate bearing capacity, therefore this three groups Core Walls Structures 5 with metal-rubber ring 4, can be in not same order under middle shake and big shake effect Duan Xianhou enters the working condition of energy consuming, realizes flexing step by step, and dissipate more bigger seismic energies, so as to avoid structure Main body and the destruction of component.
Each group of the above-mentioned telescopic anti-buckling support with multistage buckling strength and positioning metal rubber power consumption ring Into part supporting base end portion 1, junction steel plate 2, outer constraint sleeve 3, metal-rubber ring 4, it is assembled good that Core Walls Structure 5 is prefabricated in the factory, and treats After the completion of whole steel structure frame construction, these assembled good devices are transported to job site, are tied with steel with high-strength bolt The beam column of structure framework is connected, and has both saved the engineering time, can reduce construction cost again.
It is exemplary embodiments of the present invention above, but the enforcement not limited to this of the present invention.

Claims (5)

1. there is the telescopic anti-buckling support of multistage buckling strength and positioning metal rubber power consumption ring, the device to include support end Portion (1), junction steel plate (2), outer constraint sleeve (3), metal-rubber ring (4), Core Walls Structure (5);It is characterized in that:Supporting base end portion (1) it is connected with outer constraint sleeve (3) of buckling-restrained energy-dissipation by junction steel plate (2), on the section of outer constraint sleeve (3) The different hole of multiple sizes is reserved, and layer of metal rubber ring (4) is put Core Walls Structure (5) outer layer is equally spaced, then will peace The Core Walls Structure (5) of band metal-rubber ring (4) for installing is put into inside the reserved hole of outer constraint sleeve (3), and connected is anti-in the wrong On steel structure frame, under the little load action such as normal load and wind load, anti-buckling energy-consumption is propped up bent energy dissipation brace Support provides certain anti-side rigidity equivalent to common support for structure, under middle shake and big shake effect, positioning metal rubber ring (4) presence makes Core Walls Structure (5) that positioning flexing to occur, and the Core Walls Structure with metal-rubber ring (4) (5) has due to the different of size There are flexing power and the ultimate bearing capacity of different stage, the working condition of energy consuming, consumption therefore can be successively entered in different phase More seismic energies are dissipated, the destruction of weak floor or main body and component occurs so as to avoid structure.
2. according to claim 1 with multistage buckling strength and positioning metal rubber power consumption telescopic anti-buckling of ring Support, it is characterised in that:Supporting base end portion (1) is connected with outer constraint sleeve (3) of buckling-restrained energy-dissipation by junction steel plate (2) Connect, the radius-thickness ratio of junction steel plate (2) is controlled 0.2 to 0.5, and supporting base end portion (1) other end is connected with main structure body, in wind lotus Carry with geological process, main structure body is forced through supporting base end portion (1) and effectively passes to buckling-restrained energy-dissipation.
3. according to claim 1 with multistage buckling strength and positioning metal rubber power consumption telescopic anti-buckling of ring Support, it is characterised in that:The different hole of multiple sizes is reserved on the section of outer constraint sleeve (3), and these holes are used for placing gold Category rubber ring (4) and Core Walls Structure (5), outer constraint sleeve (3) provide lateral support under normal load effect, are responsible for providing constraint Mechanism, prevents Core Walls Structure (5) from entirety and local buckling occurring when being pressed by axle, the steel strength that therefore outer constraint sleeve (3) is selected Grade is more than or equal to 345Mpa.
4. according to claim 1 with multistage buckling strength and positioning metal rubber power consumption telescopic anti-buckling of ring Support, it is characterised in that:Metal-rubber ring (4) adopts metal rubber material, the characteristic with high resiliency, high-damping, by metal rubber The equally spaced outer layer for being enclosed within Core Walls Structure (5) of glue ring (4), is put into the position of metal-rubber ring (4) equivalent to weakened, anti-buckling Energy dissipation brace local weakens to be strengthened equivalent to other positions, the weak part of buckling-restrained energy-dissipation is turned by supporting base end portion (1) The position for being put into metal-rubber ring (4) is moved on to, the Core Walls Structure (5) of buckling-restrained energy-dissipation is issued in wind load and geological process Raw positioning flexing, realizes the clarification in certain roles at buckling-restrained energy-dissipation surrender position and non-compliant position, in addition metal-rubber ring (4) As its characteristic can also realize that super-elasticity consumes energy.
5. according to claim 1 with multistage buckling strength and positioning metal rubber power consumption telescopic anti-buckling of ring Support, it is characterised in that:Core Walls Structure (5) adopts Low Yield Point Steel, easily enters the work of surrender under middle shake and greatly shake effect State is sufficiently consumed energy, and puts layer of metal rubber ring (4) the outer layer of Core Walls Structure (5) is equally spaced, will be mounted Core Walls Structure with metal-rubber ring (4) (5) is placed, and arranges what several groups of diameters were not waited Core Walls Structure with metal-rubber ring (4) (5), has the buckling strength and ultimate bearing of different stage due to the different of size Power, therefore this several groups of Core Walls Structures with metal-rubber ring (4) (5), can be first laggard in different phase under middle shake and big shake effect Enter the working condition of energy consuming, dissipate more bigger seismic energies, so as to avoid the destruction of main structure body and component.
CN201610836047.0A 2016-09-20 2016-09-20 Telescopic anti-buckling support with multistage buckling strength and positioning metal rubber energy consumption ring Active CN106499240B (en)

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CN203440942U (en) * 2013-07-30 2014-02-19 武汉理工大学 Parallel-type graded yielding buckling-restrained energy dissipation support
CN103696507A (en) * 2013-12-25 2014-04-02 哈尔滨工业大学 Drum type metal rubber shear friction damper

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09195570A (en) * 1996-01-19 1997-07-29 Ohbayashi Corp Vibration isolation device
JPH11270181A (en) * 1998-03-25 1999-10-05 Mitsubishi Heavy Ind Ltd Damping wall
CN201395874Y (en) * 2009-04-24 2010-02-03 兰州理工大学 Damping bar of dual steel pipe restrained-buckling support
CN103572855A (en) * 2012-07-31 2014-02-12 上海宝冶集团有限公司 All-steel stress-compensating buckling-restrained brace with H-beam energy dissipation core
CN103266683A (en) * 2013-06-04 2013-08-28 北京听风庐文化发展有限公司 Core-replaceable partial filling type double-sleeve buckling-preventing support
CN203440942U (en) * 2013-07-30 2014-02-19 武汉理工大学 Parallel-type graded yielding buckling-restrained energy dissipation support
CN103696507A (en) * 2013-12-25 2014-04-02 哈尔滨工业大学 Drum type metal rubber shear friction damper

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