CN106499240B - Telescopic anti-buckling support with multistage buckling strength and positioning metal rubber energy consumption ring - Google Patents

Telescopic anti-buckling support with multistage buckling strength and positioning metal rubber energy consumption ring Download PDF

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Publication number
CN106499240B
CN106499240B CN201610836047.0A CN201610836047A CN106499240B CN 106499240 B CN106499240 B CN 106499240B CN 201610836047 A CN201610836047 A CN 201610836047A CN 106499240 B CN106499240 B CN 106499240B
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buckling
metal
energy
rubber ring
dissipation
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CN106499240A (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

Telescopic anti-buckling support with multistage buckling strength and positioning metal rubber energy consumption ring, under the small 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 energy consumption.When structure bears biggish geological process, buckling-restrained energy-dissipation starts to play its energy dissipation capacity, due to metal-rubber ring by equally spaced set in Core Walls Structure outer layer, and make buckling-restrained energy-dissipation that positioning buckling 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 due to size difference and with different stage buckling strength and ultimate bearing capacity, therefore it can successively enter the working condition of energy consuming in different phase, dissipate and more larger shakes energy.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

With multistage buckling strength and positioning metal rubber energy consumption ring it is telescopic anti-buckling Support
Technical field
The telescopic anti-buckling support with multistage buckling power and positioning metal rubber energy consumption ring that the present invention relates to a kind of, this Invention belongs to wind resistance, antidetonation and the cushion technique field of civil engineering.
Background technique
It will 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, reasonable engineering structure is carried out for the characteristics of wind load and geological process Aseismic Design, and the destruction journey using effective structural vibration reduction control technology by substantially reduced structure under corresponding natural calamity Degree.Structural vibration reduction control in the privileged site of structure, installs certain device (such as isolation cushion) or certain mechanism (as consumed energy Support, energy-consuming shear wall and energy dissipation node etc.) or certain kernel texture (such as tuned mass damper, TMD) or to apply external force (external Energy input), the dynamic characteristics or power effect of structure is altered or modified, so that providing a safety for earthquake-resistant structure has The approach of effect.
Metal sheet slitting damper is a kind of domestic and international common passive energy-consuming device, the basic principle is that utilizing the modeling of metal Property hysteresis deformation to consume vibrational energy, enter mecystasis after have hysteretic characteristic outstanding, have simple structure, hysteresis The features such as performance is stable, cheap, mechanical model is clear.The metal material yield point as used in metal sheet slitting damper is logical It is often higher, energy consumption state is hardly entered under high wind effect, therefore such damper middle can only shake and play a role under big shake, Applicability under small shake needs to be improved.
As another commonly used energy-consumption shock-absorption device, buckling-restrained energy-dissipation has both common support and metal energy consumption The supporting form of damper dual function.Under small 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 the sidewise restraint by outsourcing confining part, inner core surrender section is supported to exist Energy total cross-section sufficiently surrenders dissipation seismic energy under state tension or in compression, and main structure is made largely to keep elasticity to more The big shake of building easy to accomplish can repair.Buckling-restrained energy-dissipation is because of its damping clear mechanism, damping effect is significant, construction letter The advantages that single, applied widely, easy to maintain, by the attention of numerous domestic and international researchers, domestic and foreign scholars have been ground at present Study carefully the buckling-restrained energy-dissipation for developing a variety of different types and different configuration, and in new construction and Aseismatic Reinforcement work It is applied in journey, achieves good economic benefit and social benefit.
However buckling-restrained energy-dissipation common at present, there is also some problems, the core cell of support is main energy consumption dress It sets, but existing anti-buckling supporting core unit is more single, even if having multiple cores unit, buckling power and ultimate bearing capacity Also identical.With this condition, once floor gap generation seriously destroys all supporting cores, almost buckling, story stiffness are unexpected simultaneously It reduces, forms weak floor easily to cause to concentrate and destroy, cannot also realize under the different phase in geological process and bend step by step Song energy consumption.Due to the error of manufacture, the randomness of load, cause buckling-restrained energy-dissipation surrender in actual use position with Machine, making the expectation condition designed, there is any discrepancy with practical condition, while bringing difficulty to design and analysis;It needs to carry out end Reinforce, the core cell of support be to be welded by ordinary steel and low-yield steel, cause support processing complicated and material Material waste, most of supports need to cause support component material category more using no binding material, cause to set chronometric analysis and be stranded Quality and precision are not easy to control when difficult, element processing and manufacturing and assembling, and constraint element can generate sliding, influence anti-buckling energy-consumption The whole anti seismic efficiency of support;Constraint element needs perfusion mortar, general steel construction factory can not complete independently production, and make to support It is self-possessed larger, limits its application in lightweight steel construction, in addition mortar, which is easy crushing destruction, causes support generation part to be bent It is bent.
In order to improve such case, the present invention proposes a kind of with multistage buckling strength and positioning metal rubber energy consumption ring Telescopic anti-buckling support.Under the small load such as normal load and wind load, buckling-restrained energy-dissipation is in stable bullet Character state only provides stable rigidity and stress to structure, is not involved in energy consumption.When structure bears biggish geological process, prevent Energy consuming, which supports to originate, waves its energy dissipation capacity, due to metal-rubber ring by equally spaced set in Core Walls Structure outer layer, and make to prevent Energy consuming is supported on the lower generation positioning buckling of middle violent earthquake effect, and the core with metal-rubber ring of different-diameter is arranged Cylinder, the Core Walls Structure with metal-rubber ring due to size difference and with different stage buckling strength and ultimate bearing capacity, because This can successively enter the working condition of energy consuming in different phase, dissipate and more larger shakes energy.It is common anti-to solve The core cell of energy consuming support can not achieve energy consuming step by step, and surrender position is difficult to determining, constraint element and needs to be perfused Mortar causes it 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.So that buckling-restrained energy-dissipation is given full play to the effect of passive energy dissipation under the power effect of varying strength, protects structure The safety of main body.
Summary of the invention
The present invention proposes a kind of telescopic anti-buckling support with multistage buckling strength and positioning metal rubber energy consumption ring. Under the small load such as normal load and wind load, buckling-restrained energy-dissipation is in stable elastic stage, only mentions to structure For stable rigidity and stress, it is not involved in energy consumption.When structure bears biggish geological process, buckling-restrained energy-dissipation starts to send out Wave its energy dissipation capacity, due to metal-rubber ring by equally spaced set in Core Walls Structure outer layer, and keep buckling-restrained energy-dissipation big in Positioning buckling occurs under geological process, and the Core Walls Structure with metal-rubber ring of different-diameter is set, with metal-rubber ring Core Walls Structure due to size difference and with different stage buckling strength and ultimate bearing capacity, can be successive in different phase Into the working condition of energy consuming, dissipates and more larger shake energy.To solve the core of common buckling-restrained energy-dissipation Unit can not achieve energy consuming step by step, surrender position is difficult to determine, constraint element need perfusion mortar cause it from great and And the problem of manufacturing procedure is complicated and waste of material, supporting base end portion are easily destroyed and yield force height etc..
To achieve the goals above, this invention takes following technical solutions:
Telescopic anti-buckling support with multistage buckling strength and positioning metal rubber energy consumption ring, mainly includes 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 it is anti-buckling The outer constraint sleeve 3 of energy dissipation brace is connected, and multiple holes of different sizes is reserved on the section of outer constraint sleeve 3, in core 5 outer layers are equally spaced puts on one layer of metal-rubber ring 4 for cylinder, and then the Core Walls Structure 5 by mounted with metal-rubber ring 4 is put into outer Constrain inside the reserved hole of sleeve 3, the buckling-restrained energy-dissipation connected is mounted on steel structure frame, in normal load and Under the small load action such as wind load, buckling-restrained energy-dissipation is equivalent to common support, and certain anti-side rigidity is provided for structure, Under middle shake and big shake effect, the presence of positioning metal rubber ring 4 makes Core Walls Structure 5 that positioning buckling occur, with metal-rubber ring 4 Core Walls Structure 5 due to size difference and with different stage buckling strength and ultimate bearing capacity, can different phase elder generation The working condition for entering energy consuming afterwards, dissipate more bigger seismic energies, 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 is welded on one end of outer constraint sleeve 3 again, realizes branch Support the connection of end 1 and buckling-restrained energy-dissipation main body section, the diameter of junction steel plate 2 will such as outer constraint sleeve 3, Radius-thickness ratio is controlled 0.2 to 0.5, and junction steel plate 2 is too thin to be easy to appear weak floor.1 other end of supporting base end portion passes through high-intensitive 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 It connects steel plate 2 and effectively passes 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, prevent Entirety and local buckling occur when Core Walls Structure 5 is pressed by axis, because the strength classes of structural steel that furthermore constraint sleeve 3 is selected is more than or equal to Q345, to guarantee that outer constraint sleeve 3 can provide sufficiently large constraint in the case where big shake acts on.
Metal-rubber ring 4 use metal rubber material, metal-rubber be it is helical by coil of wire, by braiding, add Molded metal material, the characteristic with high resiliency, high-damping, by the equally spaced set of metal-rubber ring 4 in the outer of Core Walls Structure 5 Layer, the position for being put into metal-rubber ring 4, which is equivalent to, to be weakened, and the weakening of buckling-restrained energy-dissipation part is equivalent to other positions and adds 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 in wind load and ground Shake effect is lower to occur positioning buckling, realizes the clarification in certain roles at buckling-restrained energy-dissipation surrender position and non-compliant position, furthermore golden Belong to rubber ring 4 due to its high resiliency, the characteristic of high-damping, is able to achieve superlastic in the stage that positioning energy consuming occurs for Core Walls Structure 5 Property energy consumption, be further ensured that the safety of main structure body.
Core Walls Structure 5 uses Low Yield Point Steel, and the working condition that surrender is easily entered under middle shake and big shake effect carries out Adequately energy consumption, one 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 be placed in the reserved hole of outer constraint sleeve 3, and the core with metal-rubber ring 4 of several groups of diameters not etc. is set Heart cylinder 5, due to size difference and make Core Walls Structure 5 have different stage buckling strength and ultimate bearing capacity, this several groups Core Walls Structure 5 with metal-rubber ring 4 can successively enter the work shape of energy consuming in different phase under middle shake and big shake effect State realizes buckling step by step, and dissipate more bigger seismic energies, to avoid the destruction of main structure body and component.
Compared with prior art, advantages of the present invention is as follows:
1) present invention is made using the Core Walls Structure with metal-rubber ring that several groups of diameters are not mutually equal due to the difference of size 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, realization is bent step by step Song, to guarantee that buckling restrained bracing has more bigger energy dissipation capacities and is unlikely to form weak storey.
2) present invention uses the Core Walls Structure with metal-rubber ring, and Core Walls Structure uses low-yield steel pipe, due to its yield point The low working condition that energy consumption is easily entered under geological process.Metal-rubber ring uses metal-rubber, and metal-rubber ring uses Metal rubber material, metal-rubber be it is helical by coil of wire, by braiding, the metal material of extrusion forming, have height Elasticity, the characteristic of high-damping, the characteristic of material can make itself and Core Walls Structure better cooperating under geological process dissipate greatly The seismic energy of amount, to protect the safety of main structure body.
3) for the present invention by the equally spaced set of metal-rubber ring in the outer layer of Core Walls Structure, the position for being put into metal-rubber ring is suitable In being weakened, buckling-restrained energy-dissipation, which locally weakens, is equivalent to the reinforcement of other positions, makes the weak part of buckling-restrained energy-dissipation It is transferred to the position for being put into metal-rubber ring by supporting base end portion, avoids reinforcing supporting base end portion, buckling-restrained energy-dissipation is in wind load With position buckling under geological process, realize the clarification in certain roles at buckling-restrained energy-dissipation surrender position and non-compliant position.
4) present invention is welded between the outer constraint sleeve of buckling-restrained energy-dissipation and Core Walls Structure using metal-rubber ring, core Without filling mortar and concrete between heart cylinder and outer constraint sleeve, to mitigate self weight, avoid manufacturing procedure complicated and material Waste, particularly suitable for longspan structure.
5) present invention normal load or small shake effect under, buckling-restrained energy-dissipation be in elastic stage only provide it is stable Rigidity is equivalent to common support;Under middle shake and big shake effect, there is multistage buckling strength and the energy consumption of positioning metal rubber at this time The telescopic anti-buckling support of ring generates effective buckling using the Core Walls Structure with metal-rubber ring at positioning metal rubber ring And sufficiently consume energy, since the size of each Core Walls Structure with metal-rubber ring is different, corresponding buckling power and ultimate bearing Power has different stage, energy consuming can successively occur in different stresses, and dissipate more bigger seismic energies, to protect Protect the safety of main structure and component in earthquake.
Detailed description of the invention
Fig. 1 is buckling-restrained energy-dissipation perspective view of the present invention.
Fig. 2 is the longitudinal section Figure 1A-A of the present invention cross-sectional view.
Fig. 3 is the longitudinal section Figure 1B-B of the present invention cross-sectional view.
Fig. 4 is Fig. 1 C-C cross section view of the present invention.
Fig. 5 is the present invention individually with the Core Walls Structure sectional view of metal-rubber ring.
Fig. 6 is that buckling-restrained energy-dissipation of the present invention is placed in the plan view in steel structure frame.
In figure: constraining sleeve, 4- metal-rubber ring, 5- Core Walls Structure, 6- node outside 1- supporting base end portion, 2- junction steel plate, 3- Plate, 7- steel framework beam, 8- steel structure frame column.
Specific embodiment
Embodiment 1:
The embodiment of the invention will now be described in detail with reference to the accompanying drawings.
It as shown in figures 1 to 6, is the present invention with the multiple Core Walls Structure combined type buckling-restrained energy-dissipation weakened, it 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 7, steel structure frame column 8.
Supporting base end portion 1 is welded on junction steel plate 2, and junction steel plate 2 is welded on one end of outer constraint sleeve 3, weld seam again The connection of type of attachment T shape, weld seam form is fillet weld, using E50 type welding rod, 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 radius-thickness ratio control is 0.2 to 0.5, even Connect that steel plate 2 is too thin to be easy to appear weak floor.Supporting base end portion 1 is connected with gusset plate 6 by high-strength bolt, and gusset plate 6 passes through High-strength bolt and main structure body (steel framework beam 7 with steel structure frame column 8) are connected, 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-intensitive Bolt uses 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, with a thickness of 20cm.
The strength classes of structural steel that outer constraint sleeve 3 uses reserves seven sizes not on the section of outer constraint sleeve 3 for Q345 With hole, it is outer constraint sleeve 3 diameter be 60cm, seven cavities are divided into three groups, in terms of the cross section Fig. 4 C-C, both the above and Bottom two are one group of diameter 15cm, and two of intermediate two sides are one group of diameter 10cm, and one of bosom is one group of diameter 30cm, these holes are for placing metal-rubber ring 4 and Core Walls Structure 5, and outer constraint sleeve 3 provides under normal load effect Lateral support is responsible for providing tied mechanism, entirety and local buckling occurs when preventing Core Walls Structure 5 from being pressed by axis, using steel strength Grade Q345, to guarantee to provide sufficiently large constraint under geological process.
Metal-rubber ring 4 use metal rubber material, metal-rubber be it is helical by coil of wire, by braiding, add Molded metal material, the characteristic with high resiliency, high-damping, at interval of 50cm set upper one since the upper end of Core Walls Structure 5 A metal-rubber ring 4, in order to avoid 4 sets of metal-rubber ring occur to loosen landing on Core Walls Structure 5, the seam crossing at them is carried out Welding spreads one layer of high-strength structureal adhesives in seam crossing painting, and the position for being put into metal-rubber ring 4, which is equivalent to, to be weakened, and prevents bending Bent energy dissipation brace, which locally weakens, is equivalent to the reinforcement of 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 of energy consuming support occurs to position buckling under wind load and geological process, realizes buckling-restrained energy-dissipation surrender The clarification in certain roles at position and non-compliant position, furthermore metal-rubber ring 4 is due to its high resiliency, the characteristic of high-damping, in Core Walls Structure 5 The stage that positioning energy consuming occurs is able to achieve super-elasticity energy consumption, is further ensured that the safety of main structure body.
Core Walls Structure 5 uses Low Yield Point Steel, and selecting the rigidity of steel is Q160, holds very much under middle shake and big shake effect It is easily adequately consumed energy into the working condition of surrender, the size of 5 diameter of Core Walls Structure with metal-rubber ring 4 is also classified into three Group, diameter is respectively 10cm, 15cm, 30cm, and in actual fabrication component, the size of this three groups of diameters is than outer about collar Reserved small 1cm to the 2cm of hole of cylinder 3 guarantees that the Core Walls Structure 5 with metal-rubber ring 4 is easier to be put into reserved hole.It will installation The good Core Walls Structure 5 with metal-rubber ring 4 is placed in the reserved hole of outer constraint sleeve 3, outer constraint sleeve 3 and with metal rubber It is equipped with one layer of non-cohesive material or very narrow air layer between the Core Walls Structure 5 of rubber ring 4, can reduce or eliminate because of Core Walls Structure 5 by compression swelling when be transmitted to it is outer constraint sleeve 3 power.Due to size difference and make Core Walls Structure 5 have different stage buckling it is strong Degree and ultimate bearing capacity, therefore this three groups Core Walls Structures 5 with metal-rubber ring 4, under middle shake and big shake effect, meeting is in not same order Duan Xianhou enters the working condition of energy consuming, realizes buckling step by step, and dissipate more bigger seismic energies, to avoid structure The destruction of main body and component.
Each group of the above-mentioned telescopic anti-buckling support with multistage buckling strength and positioning metal rubber energy consumption ring At 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, to After the completion of entire steel structure frame construction, these assembled good devices are transported to construction site, with high-strength bolt and steel knot The beam column of structure frame is connected, and not only saves the construction time, but also can reduce construction cost.
The above are an exemplary embodiments of the invention, but implementation of the invention is without being limited thereto.

Claims (5)

1. having the telescopic anti-buckling support of multistage buckling strength and metal-rubber ring, which includes branch Support end (1), junction steel plate (2), outer constraint sleeve (3), metal-rubber ring (4), Core Walls Structure (5);It is characterized by: support end Portion (1) is connected by junction steel plate (2) with the outer constraint sleeve (3) of buckling-restrained energy-dissipation, the section of outer constraint sleeve (3) On reserve the different hole of multiple sizes, put on one layer of metal-rubber ring (4) Core Walls Structure (5) outer layer is equally spaced, then will The Core Walls Structure (5) of mounted band metal-rubber ring (4) is put into inside the reserved hole of outer constraint sleeve (3), and what is connected is anti- Energy consuming support is mounted on steel structure frame, under normal load and the effect of wind load small load, buckling-restrained energy-dissipation It is equivalent to common support, certain anti-side rigidity is provided for structure, under middle shake and big shake effect, metal-rubber ring (4) are deposited So that Core Walls Structure (5) is occurred positioning buckling, the Core Walls Structure (5) with metal-rubber ring (4) due to size difference and have different The buckling power and ultimate bearing capacity of rank, therefore successively enter the working condition of energy consuming in different phase, it dissipates more Seismic energy, so that structure be avoided the destruction of weak floor or main body and component occur.
2. the telescopic anti-buckling support with multistage buckling strength and metal-rubber ring according to claim 1, special Sign is: 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, Under wind load and geological process, main structure body is forced through supporting base end portion (1) and effectively passes to buckling-restrained energy-dissipation.
3. the telescopic anti-buckling support with multistage buckling strength and metal-rubber ring according to claim 1, special Sign is: constraining sleeve (3) outside and provides lateral support under normal load effect, is responsible for providing tied mechanism, prevents Core Walls Structure (5) entirety and local buckling occur when being pressed by axis, because the strength classes of structural steel that furthermore constraint sleeve (3) is selected is more than or equal to 345Mpa。
4. the telescopic anti-buckling support with multistage buckling strength and metal-rubber ring according to claim 1, special Sign is: metal-rubber ring (4) uses metal rubber material, and the characteristic with high resiliency, high-damping is put into metal-rubber ring (4) position, which is equivalent to, to be weakened, and buckling-restrained energy-dissipation, which locally weakens, is equivalent to the reinforcement of other positions, makes anti-buckling energy-consumption branch The weak part of support is transferred to the position for being put into metal-rubber ring (4) by supporting base end portion (1), makes the core of buckling-restrained energy-dissipation Positioning buckling occurs under wind load and geological process for cylinder (5), realizes buckling-restrained energy-dissipation surrender position and non-compliant position Clarification in certain roles, furthermore metal-rubber ring (4) due to its characteristic be also able to achieve super-elasticity energy consumption.
5. the telescopic anti-buckling support with multistage buckling strength and metal-rubber ring according to claim 1, special Sign is: Core Walls Structure (5) uses Low Yield Point Steel, and the working condition that surrender is easily entered under middle shake and big shake effect carries out Adequately energy consumption.
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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Citations (7)

* 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
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
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
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

Patent Citations (7)

* 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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