CN102808464B - Fiber pre-stretched rod type self-centering steel buckling-restrained brace - Google Patents

Fiber pre-stretched rod type self-centering steel buckling-restrained brace Download PDF

Info

Publication number
CN102808464B
CN102808464B CN201210270344.5A CN201210270344A CN102808464B CN 102808464 B CN102808464 B CN 102808464B CN 201210270344 A CN201210270344 A CN 201210270344A CN 102808464 B CN102808464 B CN 102808464B
Authority
CN
China
Prior art keywords
shaped steel
power consumption
rectangular tube
plates
fiber
Prior art date
Application number
CN201210270344.5A
Other languages
Chinese (zh)
Other versions
CN102808464A (en
Inventor
周臻
吴京
何贤亭
王春林
陈泉
孟少平
Original Assignee
东南大学
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 东南大学 filed Critical 东南大学
Priority to CN201210270344.5A priority Critical patent/CN102808464B/en
Publication of CN102808464A publication Critical patent/CN102808464A/en
Application granted granted Critical
Publication of CN102808464B publication Critical patent/CN102808464B/en

Links

Abstract

The invention discloses a fiber pre-stretched rod type self-centering steel buckling-restrained brace, comprising I-shaped steel, two internal restrained rectangular pipes, external restrained rectangular pipes, two end plates, fiber tension rods and connecting components, wherein the connecting components are arranged at two sides of a web of the I-shaped steel; the external restrained rectangular pipes are sleeved outside the I-shaped steel and the two internal restrained rectangular pipes; two end plates are arranged at the two ends of the I-shaped steel; the fiber tension rods are connected with the two end plates; the connecting components are connected with the end plates; the internal wall at one side of the I-shaped steel is connected with one end of each internal restrained rectangular pipe and the external wall at the other side of the I-shaped steel is connected with one end of each external retrained rectangular pipe; small holes arranged in arrays are arranged on the web of the I-shaped steel; the end plates are provided with nicks which are matched with the cross sections of the I-shaped steel; the end plates are inserted in the end parts of an I-shaped steel energy-consumption unit and are in contact with the end parts of the internal restrained rectangular pipes and the external restrained rectangular pipes; the fiber tension rod is located in the internal restrained rectangular pipes, and the end plates at two ends are tightly pulled by applying pre-stressing forces; and the external sides of the two end plates are respectively connected with the connecting parts.

Description

The pre-rod-pulling type self-centering of a kind of fiber shaped steel buckling restrained brace
Technical field
The invention belongs to field of civil engineering, relate to a kind of constraint of the pre-rod-pulling type self-centering of the fiber flexing i shaped steel for energy-dissipating and shock-absorbing under frequently occurred earthquake and rarely occurred earthquake and support.
Background technology
Earthquake brings extremely serious disaster to the mankind.What traditional seismic design adopted is Ductility Design Method, under geological process, surrender in advance and the destruction of the partial component by structure, but entirety is unlikely to loss of function, rely on the plastic strain of the member most seismic energy that dissipates, reach the security purpose of agent structure.Wherein, energy dissipation capacity is strong owing to having for buckling restrained brace, good damping effect and the shake easy advantage such as replacing afterwards, is being widely used in recent years.
I shaped steel is one of principal mode of traditional buckling restrained brace, and its chief component comprises: the unit of shaped steel power consumption unit, buckling-restrained mechanism (interior constraint rectangular tube and outer constraint rectangular tube) and capable of reducing friction resistance.Buckling restrained brace, under little shake and designed wind load effect, is in the elastic deformation stage of full member all the time, provides enough Rigidity and strengths for original structure, supports as the anti-side of structure.Under middle shake and large shake effect, the shaped steel power consumption unit of buckling restrained brace can enter the surrender stage, but because the effect of buckling-restrained mechanism there will not be flexing, thereby by plastic strain dissipation seismic energy, reduce the earthquake effect of agent structure, ensure the safety of main body.
But, although tradition shaped steel buckling restrained brace can effectively reduce the maximum displacement of structure in seismic process, but because shaped steel power consumption unit post-yield stiffness is lower, after unloading, cannot get back to initial position, make shaped steel buckling support restraining structure system after macroseism, be easy to produce larger permanent set, the remaining stratified deformation of its average residual can reach 40% ~ 60% of maximum relative storey displacement.Excessive permanent set is that the structure repair after shake has increased difficulty, also can significantly increase the cost of repairing after shake, even causes structure finally to have to remove and rebuilds.
For the problems referred to above of traditional shaped steel buckling restrained brace, the present invention proposes a kind of pre-drag link body of basalt fibre that utilizes is device and the technology that realizes shaped steel buckling restrained brace self-centering function, to effectively reduce permanent set after the shake of buckling restrained brace and structural system thereof.
Summary of the invention
Technical problem: the present invention is directed to the existing excessive defect of buckling restrained brace system permanent set, a kind of permanent set that effectively reduces buckling restrained brace system is provided, significantly promotes the pre-rod-pulling type self-centering of the fiber shaped steel buckling restrained brace of the rear recoverability of engineering structures shake.
Technical scheme: the pre-rod-pulling type self-centering of fiber of the present invention shaped steel buckling restrained brace, two of web both sides that comprise i iron power consumption unit, are positioned at i iron power consumption unit retrain rectangular tube, be enclosed within i iron power consumption unit retrains the outer constraint rectangular tube outside rectangular tube, the two end plates that is arranged on i iron power consumption two ends, unit, the link that is connected the fiber pull bar of two end plates, is connected with end plate with two; I iron power consumption unit inwall is on one side connected with one end of interior constraint rectangular tube, the outer wall of another side is connected with one end of outer constraint rectangular tube, on the web of i iron power consumption unit, be provided with the aperture of arrayed, end plate contacts with the end of outer constraint rectangular tube with interior constraint rectangular tube, described fiber pull bar is arranged in constraint rectangular tube, and be applied with prestressing force by the end plate tension at two ends, be all connected with link in the outside of two end plates.
In the present invention, be provided with the breach matching with i iron power consumption cross section, unit on end plate, end plate inserts i iron power consumption end, unit.
Beneficial effect: the present invention compared with prior art, has the following advantages:
(1) the technical program can effectively be controlled the permanent set of shaped steel buckling restrained brace structure.Do the used time when bearing violent earthquake, structure will produce larger relative storey displacement, causes the shaped steel power consumption unit of shaped steel buckling restrained brace to produce larger axial force.When shaped steel power consumption unit enters after surrender power consumption, the plastic strain that accumulation produces cannot recover automatically.And basalt fibre rod-pulling type self-centering system is stablized lasting elastic restoring force by providing for shaped steel buckling restrained brace, make buckling restrained brace after surrendering and produce compared with large plastometric set, still can force it to return initial position, reduce to the full extent even to eliminate the permanent set of shaped steel buckling restrained brace structural system, thereby significantly reduce cost and the difficulty of after structure shake, repairing.
(2) the technical program can guarantee that type steel support remains self-centering function under the reciprocal stress of tension and compression.Due in geological process process, structure will produce reciprocal stratified deformation, and the stressed of shaped steel power consumption unit of shaped steel buckling restrained brace is also the process of drawing, pressing toward complex Alternating, and the plastic strain producing is equally also to draw, press reciprocal variation.The basalt fibre rod-pulling type self-centering system of the technical program design can all produce restoring force under support tension and pressured state: while supporting tension, interior confinement tube pushes away left end end plate left, outer confinement tube pushes away right-hand member end plate to the right, the pre-tie component relative elongation of fiber, produce the elastic force that hinders shaped steel power consumption element deformation, there is the trend that support is retracted to original state, realize self-centering function; In the time supporting pressurized, interior confinement tube pushes away right-hand member end plate to the right, and outer confinement tube pushes away left end end plate left, the still relative elongation of fiber pull bar, produce the elastic force that hinders shaped steel power consumption element deformation, have the trend that support is retracted to original state, realize equally self-centering function.Therefore, the technical program has guaranteed that type steel support can keep all the time self-centering function under the reciprocal stress of tension and compression.
(3) the antidetonation protection that the technical program is structure provides double defence line.Bear violent earthquake when structure and do the used time, the shaped steel power consumption unit of shaped steel buckling restrained brace enters surrender power consumption, and the vibratory response of structure is decayed, and has formed first and has heavily protected defence line, but along with the energy of earthquake input constantly increases, the accumulating plastic deformation of shaped steel power consumption unit also constantly increases, while acquiring a certain degree, will produce fracture and deactivate, now basalt fibre pull bar is owing to having high strength, the feature of low-elasticity-modulus and high-elongation, and can be with interior, outer confinement tube and anchor end plate still form the self-centering system of normal work and realize reset function (second heavily protects defence line), thereby for structure provides certain anti-side rigidity, prevent that structure from collapsing because of the fracture of core power consumption parts, and fully control structure produces excessive permanent set because of shaped steel power consumption unit.
(4) after the earthquake centre that the technical program is structure and shake, Complete Damage Process control design provides effective ways.Traditional seismic design only relates to the maximum displacement control of structure in seismic process, but lacks effective method for designing to damaging after the shake of structure to control.The technical program can be by regulating three key constructs parameters (shaped steel power consumption element stiffness, the pre-pull bar rigidity of basalt fibre, fiber pull bar pretension), realize the Complete Damage Process control after earthquake centre and shake simple and effectively, wherein: shaped steel power consumption element stiffness has determined the energy dissipating in support process, the maximum displacement of major effect structure in seismic process; The pre-pull bar rigidity of basalt fibre can reduce the maximum displacement of structure in seismic process on the one hand, has determined to be on the other hand supported on the elastic restoring force size in seismic process; Fiber pull bar pretension directly affects the permanent set size supporting after shake.
(6) simple for production, lightweight, the economical and efficient of the technical program.The technical program retrains rectangular tube and outer constraint rectangular tube as the push rod of realizing while supporting tension and compression deformation using utilizing in two, introduce on this basis the pre-pull bar of basalt fibre and anchor end plate thereof and inside and outside confinement tube and form self-centering system, processing and fabricating is easy, and only realizes by less impost the Self-resetting function supporting.Simultaneously, basalt fibre is a kind of high performance fibre material that China has independent intellectual property right and research and development production capacity, compared with the material such as carbon fiber, glass fiber, price is comparatively cheap, and the mechanical property of its high strength, low-elasticity-modulus and high-elongation can meet the demand of self-centering system, therefore only can carry out designing and producing of fiber pre-rod-pulling type self-centering shaped steel buckling restrained brace by additional less cost.
(6) the seismic hardening transformation that the technical program is shaped steel common support structure system provides effective scheme.At present, domestic a large amount of existing building structure has all adopted the common support of i shaped steel, and its energy dissipation capacity is poor and do not possess self-centering function.Utilize the technical program, can in existing type steel support structure, introduce easily inside and outside confinement tube and the pre-pull bar of fiber and anchor end plate thereof, thereby be transformed into the self-centering buckling restrained brace with self-centering function and good energy dissipation capacity, realize the object that promotes existing structure system shock resistance.
(7) utilize and there is high strength, the inside and outside constraint component of the basalt fibre pull bar of low elastic modulus and high-elongation and I shape steel pipe buckling restrained brace forms self-centering system, make buckling restrained brace in pressurized (drawing) state of plastic deformation even under breaking state, basalt fibre pull bar remains at elasticity tension state, for support and structure stable self-centering restoring force is provided, make structural system after earthquake unloading, farthest be returned to initial position, thereby effectively reduce the permanent set of buckling restrained brace system, significantly promote recoverability after the shake of engineering structures.
Brief description of the drawings
Fig. 1 is the elevation of apparatus of the present invention;
Fig. 2 is the longitudinal sectional drawing of Fig. 1;
Fig. 3 is the longitudinal sectional drawing of Fig. 1;
Fig. 4 is the A-A sectional drawing of Fig. 2;
Fig. 5 is the B-B sectional drawing of Fig. 2;
Fig. 6 is the C-C sectional drawing of Fig. 2;
Fig. 7 is the elevation of shaped steel power consumption unit;
Fig. 8 is in situ schematic view of the present invention;
Fig. 9 is tension state schematic diagram of the present invention;
Figure 10 is pressured state schematic diagram of the present invention.
In figure, have: i iron power consumption unit 1, aperture 12, interior constraint rectangular tube 2, outer constraint rectangular tube 3, fiber pull bar 4, end plate 5, breach 51, link 6, end plate anchoring system 7, weld seam 8
Detailed description of the invention
Below in conjunction with accompanying drawing, technical scheme of the present invention is described in detail.
As shown in Fig. 1 ~ Fig. 9, two of web both sides that the pre-rod-pulling type self-centering of fiber of the present invention shaped steel buckling restrained brace comprises i iron power consumption unit 1, be positioned at i iron power consumption unit 1 retrain rectangular tube 2, be enclosed within i iron power consumption unit 1 retrains the outer constraint rectangular tube 3 outside rectangular tube 2, the two end plates 5 that is arranged on i iron power consumption 1 two ends, unit, the link 6 that is connected the fiber pull bar 4 of two end plates 5, is connected with end plate 5 with two, i iron power consumption unit 1 inwall is on one side connected with one end of interior constraint rectangular tube 2, the outer wall of another side is connected with one end of outer constraint rectangular tube 3, on the web of i iron power consumption unit 1, be provided with the aperture 12 of arrayed, on end plate 5, be provided with the breach 51 matching with i iron cross section, end plate 5 inserts i iron power consumption 1 end, unit and contacts with the end of outer constraint rectangular tube 3 with interior constraint rectangular tube 2, described fiber pull bar 4 is arranged in constraint rectangular tube 2, and be applied with prestressing force the end plate at two ends 5 is strained, outside at two end plates 5 is all connected with link 6.
I iron power consumption unit 1 is between outer constraint rectangular tube 3 and interior constraint rectangular tube 2,, ductility good steel lower by yield strength form, relatively strengthen not retraining end cross-sectional by the (see figure 7) of cracking at i iron power consumption unit web, guarantee end cross-sectional in whole loading process in elastic force balance state.Buckling-restrained mechanism is made up of outer constraint rectangular tube 3 and interior constraint rectangular tube 2, the right-hand member of outer constraint rectangular tube 3 and i iron power consumption unit 1 in anchor end plate position, right side by being welded to connect, certainly also can connect by other means, and keep fixing with the relative position that supports right side link; The left end of interior constraint rectangular tube 2 and i iron power consumption unit 1 are in anchor end plate position, left side by being welded to connect, and same also can connect by other means, and keep fixing with the relative position that supports left side link.There are two functions in buckling-restrained mechanism: one is constraint i iron power consumption unit 1 along many ripples flexing and cripling radially, the hysteretic energy performance of playing stably, it two is and fiber pull bar 4 and end plate anchoring system 7 is common forms self-centering system to realize and be supported on the self-centering function of drawing, pressing in reciprocal deformation process.The material of fiber pull bar 4 is basalt fibre, it is applied to less initial prestressing force and make (see figure 2) on its two end plates 5 that is anchored at outer constraint rectangular tube 3 and interior constraint rectangular tube 2 outsides.Thereby inside and outside when guaranteeing to be supported on tension with pressurized, retraining rectangular tube all can separate with end plate basalt fibre pull bar can be extended, between the inside and outside constraint rectangular tube pipe of buckling-restrained mechanism and anchor end plate, do not weld, only depend on the precompression of fiber pull bar to make it keep initial close contact.Anchor end plate is equipped with I-shaped hole slot (see figure 5), and the two ends, left and right of i iron power consumption unit 1 are through the I-shaped hole slot of anchor end plate, and rear end is connected with respectively link 6, in order to be fixed in agent structure.
The working mechanism of the pre-rod-pulling type self-centering of fiber of the present invention shaped steel buckling restrained brace is as shown in Fig. 8 ~ 10, and due to fiber pull bar is applied to initial prestressing force, under original state, end plate is close to outer constraint rectangular tube 3 and interior constraint rectangular tube 2 two ends.In the time supporting tension, (left end produces displacement trend left to the elongation of core power consumption parts, right-hand member produces displacement trend to the right), 3 of outer constraint rectangular tubes, owing to being weldingly connected with i iron power consumption 1 right side, unit, therefore move right pushing tow right-hand member end plate with core power consumption parts right-hand member; Interior constraint rectangular tube 2 is because its left end and i iron power consumption 1 left side, unit is weldingly connected, therefore with core power consumption parts left end to left movement pushing tow left end end plate; Between the right-hand member of the left end of outer constraint rectangular tube 3 and left side end plate, interior constraint rectangular tube 2 and right side end plate, can mutually depart from, thereby make 4 relative elongations of fiber pull bar, produce and hinder the elastic force that i iron power consumption unit 1 is out of shape, there is the trend that support is retracted to original state, realize self-centering function.In the time supporting pressurized, similarly, outer constraint rectangular tube 3 pushes away left end end plate left, and interior constraint rectangular tube 2 pushes away right-hand member end plate to the right,, still relative elongation of fiber pull bar 4, produces and hinders the elastic force that i iron power consumption unit 1 is out of shape, and can realize equally self-centering function.
The installation procedure of this technological invention is: by i iron consume energy unit 1 web crack → interior constraint rectangular tube 2 is positioned to i iron power consumption 1 web both sides, unit, and be welded on i iron power consumption unit 1 web and upper bottom flange inwall → outer constraint rectangular tube 3 the is positioned outside of i iron power consumption unit 1, and be welded on the outer wall of bottom flange on i iron power consumption unit 1 → by a left side, right anchor end plate 5 passes i iron power consumption unit 1 by hole slot and is positioned buckling-restrained mechanism two ends → by fiber pull bar 4 through interior constraint rectangular tube 2, applying prestressing force is utilized end anchorage system 7 to be anchored on the end plate 5 at two ends → link 6 and i iron power consumption unit 1 are welded to connect.

Claims (2)

1. the pre-rod-pulling type self-centering of a fiber shaped steel buckling restrained brace, it is characterized in that, two of web both sides that this support comprises i iron power consumption unit (1), be positioned at described i iron power consumption unit (1) retrain rectangular tube (2), be enclosed within i iron power consumption unit (1) and two retrains the outer outer constraint rectangular tube (3) of rectangular tube (2), is arranged on i iron the consume energy two end plates (5) at two ends, unit (1), the link (6) that is connected the fiber pull bar (4) of described two end plates (5), is connected with end plate (5);
Described i iron power consumption unit (1) inwall is on one side connected with one end of interior constraint rectangular tube (2), the outer wall of another side is fixedly connected with one end of outer constraint rectangular tube (3), on the web of i iron power consumption unit (1), be provided with the aperture (12) of arrayed, end plate (5) contacts with the end of outer constraint rectangular tube (3) with interior constraint rectangular tube (2), described fiber pull bar (4) is arranged in constraint rectangular tube (2), and be applied with prestressing force the end plate at two ends (5) is strained, all be connected with link (6) in the outside of described two end plates (5).
2. the pre-rod-pulling type self-centering of a kind of fiber according to claim 1 shaped steel buckling restrained brace, it is characterized in that, on described end plate (5), be provided with the breach (51) matching with i iron power consumption cross section, unit (1), end plate (5) inserts i iron power consumption end, unit (1).
CN201210270344.5A 2012-07-31 2012-07-31 Fiber pre-stretched rod type self-centering steel buckling-restrained brace CN102808464B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201210270344.5A CN102808464B (en) 2012-07-31 2012-07-31 Fiber pre-stretched rod type self-centering steel buckling-restrained brace

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201210270344.5A CN102808464B (en) 2012-07-31 2012-07-31 Fiber pre-stretched rod type self-centering steel buckling-restrained brace

Publications (2)

Publication Number Publication Date
CN102808464A CN102808464A (en) 2012-12-05
CN102808464B true CN102808464B (en) 2014-06-11

Family

ID=47232320

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201210270344.5A CN102808464B (en) 2012-07-31 2012-07-31 Fiber pre-stretched rod type self-centering steel buckling-restrained brace

Country Status (1)

Country Link
CN (1) CN102808464B (en)

Families Citing this family (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103195188A (en) * 2013-04-11 2013-07-10 北京工业大学 I-shaped double-plate assembling steel structure prestressed buckling preventing support
CN103233525A (en) * 2013-04-11 2013-08-07 北京工业大学 Channel steel assembling type steel structure prestress anti-bending support
CN103195187A (en) * 2013-04-11 2013-07-10 北京工业大学 Angle steel assembly type steel structure prestressed buckling-restrained brace
CN103195186A (en) * 2013-04-11 2013-07-10 北京工业大学 Steel pipe assembling steel structure prestressed buckling preventing support
CN103195185A (en) * 2013-04-11 2013-07-10 北京工业大学 I-shaped single-plate assembling steel structure prestressed buckling preventing support
CN103206029B (en) * 2013-05-10 2015-04-08 东南大学 Micro-vibration energy-consumption viscoelastic buckling restrained brace
CN103243835A (en) * 2013-05-25 2013-08-14 吕西林 Self-resetting buckling restriction support
CN103866882A (en) * 2014-03-06 2014-06-18 东南大学 Post-tensioned prestressing self centering steel plate shear wall structure
CN103938714A (en) * 2014-04-11 2014-07-23 北京工业大学 Self-restoring prestressed anti-buckling eccentric supporting system for steel channels of industrial assembly type multi-layer high-rise steel structure
CN103967115A (en) * 2014-04-12 2014-08-06 北京工业大学 Single-plate self-resetting herringbone supporting system for industrialized assembly type multistory and high-rise steel structures
CN104831826B (en) * 2015-04-30 2017-02-01 东南大学 Lap-jointed self-centering buckling-restrained brace
CN106285138B (en) * 2016-09-14 2018-12-28 东南大学 A kind of self-centering system end connecting device
CN106400997B (en) * 2016-09-14 2018-12-28 东南大学 A kind of self-centering buckling restrained brace end connecting device of round tube
CN106284727B (en) * 2016-09-14 2018-12-28 东南大学 A kind of self-centering buckling restrained brace end connecting device
CN110284654B (en) * 2019-07-02 2020-04-21 中冶建筑研究总院有限公司 Prestress recoverable steel pressure bar constrained by buckle type square tube

Family Cites Families (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6826874B2 (en) * 1999-06-30 2004-12-07 Nippon Steel Corporation Buckling restrained braces and damping steel structures
US7707788B2 (en) * 2007-03-19 2010-05-04 Kazak Composites, Incorporated Buckling restrained brace for structural reinforcement and seismic energy dissipation and method of producing same
CN100560885C (en) * 2007-07-10 2009-11-18 中国建筑科学研究院 The buckling-restrained support of a kind of band diaphragm bilayer sleeve cross
TWI341347B (en) * 2008-07-09 2011-05-01 Nat Applied Res Laboratoires
CN101413298B (en) * 2008-11-19 2010-12-08 东南大学 Light triple-heavy metal circular tube flexion restriction support energy dissipating machine
CN101509282A (en) * 2009-03-30 2009-08-19 东南大学 Triple-level metal rectangular pipe flection restriction support energy-dissipation device
CN101718125B (en) * 2009-12-21 2011-04-06 清华大学 Double-rectangular pipe restraint H-shaped section assembling type bending prevention energy consuming support with ribs
CN102261140B (en) * 2011-05-23 2013-02-27 株洲时代新材料科技股份有限公司 Segmental energy-consumption buckling-restrained brace method and device
KR101164413B1 (en) * 2011-10-31 2012-07-12 (주)대우건설 Stiffness increasing buckling-restrained braces for low-to-moderate earthquakes using friction material
CN102400500B (en) * 2011-11-25 2014-07-09 东南大学 Buckling restrained brace with tension interval protection member

Also Published As

Publication number Publication date
CN102808464A (en) 2012-12-05

Similar Documents

Publication Publication Date Title
CN201381556Y (en) Connected node of steel girder and combined steel and concrete column
CN101428690B (en) Swirl type triangle crossarm hinge space extending arm
CN201395874Y (en) Damping bar of dual steel pipe restrained-buckling support
CN103981975B (en) Bamboo-wood-filled buckling restrained support
CN101463634B (en) Buckling-restrained brace with end having energy dissipation lead box and method for producing the same
CN102261140B (en) Segmental energy-consumption buckling-restrained brace method and device
CN101482472B (en) One-dimensional lamination crack tension test method based on Hopkinson principle
CN203891204U (en) Shape memory alloy tensile rubber shock isolation support
CN103195185A (en) I-shaped single-plate assembling steel structure prestressed buckling preventing support
CN203891242U (en) Replaceable rigid damping connecting beam
CN104947824B (en) A kind of bridging type self-centering friction damped braced
CN201809994U (en) Super-elastic buckling-restrained energy-dissipation brace
CN101787752B (en) Shearing-extruding composite lead damper
CN201762818U (en) FRP-rubber-steel compound pipe concrete structure
CN104131630B (en) Multi-tube lattice type buckling restrained brace
CN105155710B (en) A kind of Self-resetting mild steel energy dissipation support
CN103437457A (en) Replaceable steel coupling beam and double-steel-plate high-strength concrete combined coupled shear wall
CN205677331U (en) A kind of energy-dissipating and shock-absorbing semi-girder rise of a truss Rotating fields
CN106438805B (en) A kind of pull rod guide type complex spring damper
CN103233528B (en) Self-reset buckling limitation support
CN101235661A (en) Carbon fiber-reinforced plastic steel reinforced-steel tube concrete combination column
CN103122662B (en) A kind of buckling restrained brace containing viscoelastic material
CN206309097U (en) The replaceable assembled buckling restrained brace of section is surrendered after one kind shake
CN102409757B (en) Anti-seismic structure of energy-consumption angle brace
WO2018099026A1 (en) Multi-level shock-absorbing and graded-yielding metal damper

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20140611

Termination date: 20170731

CF01 Termination of patent right due to non-payment of annual fee