CN102808464A - 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 PDFInfo
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- CN102808464A CN102808464A CN2012102703445A CN201210270344A CN102808464A CN 102808464 A CN102808464 A CN 102808464A CN 2012102703445 A CN2012102703445 A CN 2012102703445A CN 201210270344 A CN201210270344 A CN 201210270344A CN 102808464 A CN102808464 A CN 102808464A
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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
Technical field
The invention belongs to field of civil engineering, relate to a kind of fiber prestretching rod-type self-centering flexing i shaped steel constraint that is used 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; Promptly under geological process, the surrender in advance and the destruction of the partial component through structure, but integral body 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, buckling-restrained support is being widely used owing to have that energy dissipation capacity is strong, be prone to advantage such as replacing after good damping effect and the shake in recent years.
I shaped steel is one of principal mode of traditional buckling-restrained support, 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 the resistance of reducing friction.Buckling-restrained being supported under little shake and the design wind action is in the elastic deformation stage of full member all the time, for original structure enough rigidity and intensity is provided, as the anti-side support of structure.Under middle shake and big shake effect; The shaped steel power consumption unit of buckling-restrained support can get into the surrender stage, but flexing can not occur owing to the effect of buckling-restrained mechanism, thereby through plastic strain dissipation seismic energy; Reduce the earthquake effect of agent structure, guarantee the safety of main body.
Yet; Though the buckling-restrained support of tradition shaped steel can effectively reduce the maximum displacement of structure in seismic process; But because surrender back, shaped steel power consumption unit rigidity is lower; After unloading, can't get back to initial position, make the shaped steel flexing support the restraining structure system and after macroseism, be easy to produce bigger permanent set, its average remaining stratified deformation can reach 40% ~ 60% of maximum relative storey displacement.Excessive permanent set also can significantly increase the cost that repair the shake back for the structure repair after shaking has increased difficulty, even causes structure finally to have to remove reconstruction.
The problems referred to above to the buckling-restrained support of traditional shaped steel; The present invention proposes a kind of basalt fibre prestretching body of rod that utilizes is device and the technology that realizes the buckling-restrained support self-centering of shaped steel function, with permanent set after the shake that effectively reduces buckling-restrained support and structural system thereof.
Summary of the invention
Technical problem: the present invention is directed to the existing excessive defective of buckling-restrained support system permanent set; A kind of permanent set that effectively reduces buckling-restrained support system is provided, significantly promotes the buckling-restrained support of fiber prestretching rod-type self-centering shaped steel of engineering structures shake back recoverability.
Technical scheme: the buckling-restrained support of fiber prestretching rod-type self-centering shaped steel of the present invention, 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 the outer outer constraint rectangular tube of i iron power consumption unit and two constraint rectangular tubes, be arranged on i iron power consumption two ends, unit two end plates, be connected the fiber pull bar of two end plates, the link that is connected with end plate; I iron power consumption unit inwall on one side is connected with an end of interior constraint rectangular tube; The outer wall of another side is connected with an end of outer constraint rectangular tube; The web of i iron power consumption unit is provided with the aperture of arrayed, and end plate contacts with the end of interior constraint rectangular tube with outer constraint rectangular tube, and said fiber pull bar is arranged in the constraint rectangular tube; And be applied with the end plate tension of prestressing force with two ends, all be connected with link in the outside of two end plates.
Among the present invention, end plate is provided with the breach that is complementary with i iron power consumption cross section, unit, and end plate inserts i iron power consumption end, unit.
Beneficial effect: the present invention compared with prior art has the following advantages:
(1) the present technique scheme can effectively be controlled the permanent set of the buckling-restrained braced structures of shaped steel.Do the time spent when bearing violent earthquake, structure will produce bigger relative storey displacement, cause the shaped steel power consumption unit of the buckling-restrained support of shaped steel to produce bigger axial force.After shaped steel power consumption unit gets into the surrender power consumption, the plastic strain that accumulation produces can't recover automatically.And basalt fibre rod-pulling type self-centering system will provide the stable elastic restoring force that continues for the buckling-restrained support of shaped steel; Make buckling-restrained being supported on surrender and produce than behind the large plastometric set; Still can force it to return initial position; Reduce even eliminate the permanent set of the buckling-restrained braced structures system of shaped steel to the full extent, thereby significantly reduce cost and the difficulty that repair structure shake back.
(2) the present technique scheme can be guaranteed that shaped steel is supported under the reciprocal stress of tension and compression and remains the self-centering function.Because in the geological process process, structure will produce reciprocal stratified deformation, shaped steel power consumption the stressed of unit of the buckling-restrained support of shaped steel also is to draw, press the process that back and forth replaces, and the plastic strain that is produced equally also is to draw, press reciprocal variation.The basalt fibre rod-pulling type self-centering system of present technique schematic design can support drawn with pressured state under all produce restoring force: support when being drawn; Interior confinement tube pushes away the left end end plate left; Outer confinement tube pushes away the right-hand member end plate to the right, and the relative elongation of fiber prestretching rod unit produces the elastic force that hinders shaped steel power consumption element deformation; The trend that support is retracted original state is arranged, realize the self-centering function; When supporting pressurized, interior confinement tube pushes away the right-hand member end plate to the right, and outer confinement tube pushes away the 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, the trend that support is retracted original state is arranged, realize the self-centering function equally.Therefore, the present technique scheme has been guaranteed that shaped steel is supported under the reciprocal stress of tension and compression and can have been kept the self-centering function all the time.
(3) the present technique scheme is that the antidetonation protection of structure provides double defence line.Bear violent earthquake when structure and do the time spent, the shaped steel power consumption unit of the buckling-restrained support of shaped steel gets into the surrender power consumption, and the structural vibrations response obtains decay, has constituted first and has heavily protected the defence line; Yet along with the energy of earthquake input constantly increases; The accumulating plastic deformation of shaped steel power consumption unit also constantly increases; Will produce when acquiring a certain degree the fracture and deactivate; This moment, the basalt fibre pull bar was owing to have the characteristic of high strength, low-elasticity-modulus and high-elongation, and can still form the self-centering system of operate as normal with inside and outside confinement tube and anchoring end plate and realize reset function (second heavily protects the defence line), thereby certain anti-side rigidity was provided for structure; 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) the present technique scheme is that the earthquake centre of structure provides effective ways with shake back overall process damage control design.Traditional seismic design only relates to the maximum displacement control of structure in seismic process, but damage control after the shake of structure is lacked effective method for designing.The present technique scheme can be through regulating three key constructs parameters (shaped steel power consumption element stiffness, basalt fibre prestretching bar rigidity, fiber pull bar pretension); Realize the overall process damage control after earthquake centre and the shake simple and effectively; Wherein: shaped steel power consumption element stiffness has determined the energy that dissipates in the support process mainly to influence the maximum displacement of structure in seismic process; Basalt fibre prestretching bar rigidity can reduce the maximum displacement of structure in seismic process on the one hand, has determined to be supported on the elastic restoring force size in the seismic process on the other hand; Fiber pull bar pretension then directly influences the permanent set size that supports after shaking.
(6) simple for production, in light weight, the economical and efficient of present technique scheme.The present technique scheme will be utilized in two constraint rectangular tube and the outer constraint rectangular tube push rod when realizing supporting tension and compression deformation; Introduce basalt fibre prestretching bar and anchoring end plate thereof and inside and outside confinement tube on this basis and form the self-centering system; Processing and fabricating is easy, and only through less impost realize supporting from reset function.Simultaneously; Basalt fibre is a kind of high performance fibre material that China has independent intellectual property right and research and development production capacity; Compare with materials 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 satisfy the demand of self-centering system, therefore only can carry out designing and producing of the fiber prestretching rod-type buckling-restrained support of self-centering shaped steel through additional less cost.
(6) the present technique scheme is that the seismic hardening transformation of 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 relatively poor and do not possess the self-centering function.Utilize the present technique scheme; Can in existing shaped steel braced structures, introduce inside and outside confinement tube and fiber prestretching bar and anchoring end plate thereof easily; Thereby be transformed into the buckling-restrained support of self-centering, realize promoting the purpose of existing structure system shock resistance with self-centering function and good energy dissipation capacity.
(7) utilize the inside and outside constraint component formation self-centering system of basalt fibre pull bar with high strength, low elastic modulus and high-elongation and the buckling-restrained support of I shape steel pipe; Make buckling-restrained being supported under pressurized (drawing) state of plastic deformation even the breaking state; The basalt fibre pull bar remains at the elasticity tension state; For supporting and structure provides stable self-centering restoring force; Make structural system after earthquake unloading, farthest be returned to initial position, thereby effectively reduce the permanent set of buckling-restrained support system, significantly promote recoverability after the shake of engineering structures.
Description of 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 an in situ schematic view of the present invention;
Fig. 9 is a tension state sketch map of the present invention;
Figure 10 is a pressured state sketch map of the present invention.
Have among the figure: i iron power consumption unit 1, aperture 12, interior constraint rectangular tube 2, retrain rectangular tube 3, fiber pull bar 4, end plate 5, breach 51, link 6, end plate anchoring system 7, weld seam 8 outward
The specific embodiment
Below in conjunction with accompanying drawing technical scheme of the present invention is carried out detailed explanation.
Like Fig. 1 ~ shown in Figure 9, the buckling-restrained support of fiber prestretching rod-type self-centering shaped steel of the present invention comprises i iron power consumption unit 1, be positioned at two constraint rectangular tubes 2 of the web both sides of i iron power consumption unit 1, be enclosed within the outer outer constraint rectangular tube 3 of i iron power consumption unit 1 and two constraint rectangular tubes 2, be arranged on i iron power consumption 1 two ends, unit two end plates 5, be connected the fiber pull bar 4 of two end plates 5, the link 6 that is connected with end plate 5; I iron power consumption unit 1 inwall on one side is connected with an end of interior constraint rectangular tube 2; The outer wall of another side is connected with an end of outer constraint rectangular tube 3; The web of i iron power consumption unit 1 is provided with the aperture 12 of arrayed; End plate 5 is provided with the breach 51 that is complementary with the i iron cross section, and end plate 5 inserts i iron power consumption 1 end, unit and contacts with the end of interior constraint rectangular tube 2 with outer constraint rectangular tube 3, and said fiber pull bar 4 is arranged in constraint rectangular tube 2; And be applied with end plate 5 tensions of prestressing force with two ends, all be connected with link 6 in the outside of two end plates 5.
I iron power consumption unit 1 is retraining between rectangular tube 3 and the interior constraint rectangular tube 2 outward;, ductility lower by yield strength steel is preferably formed; Through in i iron power consumption unit the web (see figure 7) of cracking come relative reinforcement not retrain end cross-sectional, guarantee that end cross-sectional is in the elastic force balance state in whole loading process.Buckling-restrained mechanism is made up of with interior constraint rectangular tube 2 outer constraint rectangular tube 3; The right-hand member of outer constraint rectangular tube 3 and i iron consume energy unit 1 on the right side anchored end Board position through being welded to connect; Certainly also can connect, and keep fixing with the relative position that supports the right side link through other modes; The anchored end Board position is through being welded to connect in the left side for the left end of interior constraint rectangular tube 2 and i iron power consumption unit 1, and same also can connect through other modes, and fixing with the relative position maintenance of supporting the left side link.There are two functions in buckling-restrained mechanism: one of which for constraint i iron power consumption unit 1 along radially many ripples flexing and cripling; The hysteretic energy performance of playing stably; It two is to constitute the self-centering system with fiber pull bar 4 and end plate anchoring system 7 are common, realizes being supported on the self-centering function of drawing, pressing in the reciprocal deformation process.The material of fiber pull bar 4 is a basalt fibre, it is applied less initial prestressing force make (see figure 2) on its two end plates 5 that is anchored at the outer constraint rectangular tube 3 and interior constraint rectangular tube 2 outsides.Thereby the constraint rectangular tube all can separate with end plate the basalt fibre pull bar can be extended inside and outside when being drawn with pressurized for guaranteeing to be supported on; Do not weld between the inside and outside constraint rectangular tube pipe of buckling-restrained mechanism and the anchoring end plate, only depend on the precompression of fiber pull bar to make it keep initial closely contact.The anchoring end plate is equipped with I-shaped hole slot (see figure 5), and the right ends of i iron power consumption unit 1 is passed the I-shaped hole slot of anchoring end plate, and the rear end is connected with link 6 respectively, in order to be fixed on the agent structure.
The working mechanism of the buckling-restrained support of fiber prestretching rod-type self-centering shaped steel of the present invention is shown in Fig. 8 ~ 10, because the fiber pull bar is applied initial prestressing force, under original state, end plate is close to outer constraint rectangular tube 3 and interior constraint rectangular tube 2 two ends.When support is drawn; (left end produces displacement trend left to the elongation of core power consumption parts; Right-hand member produces displacement trend to the right), retrain 3 of rectangular tubes outward owing to be 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; Therefore interior constraint rectangular tube 2 consumes energy the parts left end to left movement pushing tow left end end plate with core because its left end and i iron power consumption 1 left side, unit are weldingly connected; Retrain outward between right-hand member and the right side end plate of left end and the left side end plate of rectangular tube 3, interior constraint rectangular tube 2 and then can break away from each other; Thereby make 4 relative elongations of fiber pull bar; Produce the elastic force that hinders i iron power consumption unit 1 distortion; The trend that support is retracted original state is arranged, realize the self-centering function.When supporting pressurized, similarly, retrain rectangular tube 3 outward and push away the left end end plate left, interior constraint rectangular tube 2 pushes away the right-hand member end plate to the right,, still relative elongation of fiber pull bar 4 produces the elastic force that hinders i iron power consumption unit 1 distortion, can realize the self-centering function equally.
The installation procedure of present technique invention is: with i iron consume energy unit 1 web crack → interior constraint rectangular tube 2 is positioned i iron power consumption 1 web both sides, unit; And be welded on i iron power consumption unit 1 web and last bottom flange inwall → will retrain the outside that rectangular tube 3 is positioned i iron power consumption unit 1 outward; And be welded on the outer wall of bottom flange on the i iron power consumption unit 1 → with left and right anchoring end plate 5 through hole slot pass i iron power consumption unit 1 be positioned buckling-restrained mechanism two ends → with fiber pull bar 4 pass in constraint rectangular tube 2, apply prestressing force and utilize 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 it.
Claims (2)
1. the buckling-restrained support of a fiber prestretching rod-type self-centering shaped steel; It is characterized in that, two of web both sides that this support comprises i iron power consumption unit (1), be positioned at said i iron power consumption unit (1) retrain rectangular tube (2), be enclosed within i iron power consumption unit (1) retrain the outer outer constraint rectangular tube (3) of rectangular tube (2) with two, be arranged on i iron consume energy two ends, unit (1) two end plates (5), be connected the fiber pull bar (4) of said two end plates (5), the link (6) that is connected with end plate (5);
Said i iron power consumption unit (1) inwall on one side is connected with an end of interior constraint rectangular tube (2); The outer wall of another side is connected with an end of outer constraint rectangular tube (3); The web of i iron power consumption unit (1) is provided with the aperture (12) of arrayed; End plate (5) contacts with the end of interior constraint rectangular tube (2) with outer constraint rectangular tube (3); Said fiber pull bar (4) is arranged in constraint rectangular tube (2), and is applied with end plate (5) tension of prestressing force with two ends, all is connected with link (6) in the outside of said two end plates (5).
2. the buckling-restrained support of a kind of fiber prestretching rod-type self-centering shaped steel according to claim 1; It is characterized in that; Said end plate (5) is provided with the breach (51) that is complementary with i iron power consumption cross section, unit (1), and end plate (5) inserts i iron power consumption end, unit (1).
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| CN201210270344.5A CN102808464B (en) | 2012-07-31 | 2012-07-31 | Fiber pre-stretched rod type self-centering steel buckling-restrained brace |
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| CN201210270344.5A CN102808464B (en) | 2012-07-31 | 2012-07-31 | Fiber pre-stretched rod type self-centering steel buckling-restrained brace |
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| 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 |
| 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 |
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| CN103233525A (en) * | 2013-04-11 | 2013-08-07 | 北京工业大学 | Channel steel assembling type steel structure prestress anti-bending support |
| 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 |
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| 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 |
| CN104831826A (en) * | 2015-04-30 | 2015-08-12 | 东南大学 | Lap-jointed self-centering buckling-restrained brace |
| CN106284727A (en) * | 2016-09-14 | 2017-01-04 | 东南大学 | A kind of self-centering buckling restrained brace end connecting device |
| CN106285138A (en) * | 2016-09-14 | 2017-01-04 | 东南大学 | A kind of self-centering system end connecting device |
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| CN110284654A (en) * | 2019-07-02 | 2019-09-27 | 中冶建筑研究总院有限公司 | Steel column can be restored using the prestressing force that buckle-type square tube constrains |
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| 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 |
| CN103195187A (en) * | 2013-04-11 | 2013-07-10 | 北京工业大学 | Angle steel assembly type steel structure prestressed buckling-restrained brace |
| CN103233525A (en) * | 2013-04-11 | 2013-08-07 | 北京工业大学 | Channel steel assembling type steel structure prestress anti-bending support |
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| CN103206029B (en) * | 2013-05-10 | 2015-04-08 | 东南大学 | Micro-vibration energy-consumption viscoelastic buckling restrained brace |
| CN103206029A (en) * | 2013-05-10 | 2013-07-17 | 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 |
| CN104831826A (en) * | 2015-04-30 | 2015-08-12 | 东南大学 | Lap-jointed self-centering buckling-restrained brace |
| CN106284727A (en) * | 2016-09-14 | 2017-01-04 | 东南大学 | A kind of self-centering buckling restrained brace end connecting device |
| CN106285138A (en) * | 2016-09-14 | 2017-01-04 | 东南大学 | A kind of self-centering system end connecting device |
| CN106400997A (en) * | 2016-09-14 | 2017-02-15 | 东南大学 | Round-pipe self-centering buckling restrained brace 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 |
| CN106285138B (en) * | 2016-09-14 | 2018-12-28 | 东南大学 | A kind of self-centering system end connecting device |
| CN110284654A (en) * | 2019-07-02 | 2019-09-27 | 中冶建筑研究总院有限公司 | Steel column can be restored using the prestressing force that buckle-type square tube constrains |
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| Publication number | Publication date |
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| CN102808464B (en) | 2014-06-11 |
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