CN103711217B - A kind of two steel pipes paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward - Google Patents
A kind of two steel pipes paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward Download PDFInfo
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- CN103711217B CN103711217B CN201310744977.XA CN201310744977A CN103711217B CN 103711217 B CN103711217 B CN 103711217B CN 201310744977 A CN201310744977 A CN 201310744977A CN 103711217 B CN103711217 B CN 103711217B
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Abstract
A kind of two steel pipes paste the anti-buckling spacing energy-consumption supporting member of batten plate formula in-line variable-cross-sectisteel steel core outward, belong to anti-buckling spacing energy-consumption supporting member.2 the rectangle light-gauge steel section concrete filled steel tubes comprising in-line steel core and retrained by local welding batten plate.The minor face that the corresponding cross section of outer obligatory point becomes large section b does not weld batten plate, and other are all welded with batten plate.Steel core is placed in the space in the middle of two rectangle light-gauge steel section concrete filled steel tubes, and steel core is followed successively by surrender active section a from centre to two ends, cross section becomes large section b and linkage section c, and steel core surrender active section a width is less than the width of outer obligatory point; Cross section becomes large section b steel core two ends with 60 ° of slope angles local increasing sections to passing obligatory point, steel core well can be connected with the batten plate of outer steel pipe after tension and compression deformation surrender, prevent from slippage and utilize the axial rigidity of outer obligatory point to limit realizing limit function.After steel core surrender, the axial rigidity of outer obligatory point is conducive to the lateral displacement of limiting structure as the additional stiffness of support system.
Description
Technical field
The invention belongs to anti-buckling spacing energy-consumption supporting member, relate to a kind of engineering structures energy dissipation and spacing supporting member, especially a kind of steel core is variable cross-section in-line, outer obligatory point is the buckling-restrained energy-dissipation component that two steel pipes paste batten plate formula outward, load-bearing steel core in early stage power consumption surrender, being out of shape outer obligatory point when acquiring a certain degree the restriction being subject to outer subsides batten plate participates in stressed, there is provided axial rigidity limiting structure global displacement, effect spacing after reaching first power consumption.
Background technology
Anti-buckling support (BRB) is a kind of supporting form having common support and metal damper dual-use function concurrently, it is primarily of support steel core, peripheral constraint component composition, and the dilatancy produced when being usually provided with non-cohesive material or suitable gap between the two discharge support steel core pressurized.Buckling-restrained unit is supplied to the enough constraints of core cell, core cell is surrendered and not flexing when pressurized.Buckling restrained brace has clear and definite surrender bearing capacity, can play the effect of " fuse " under large shake, for the protection of agent structure unyielding or not serious destruction under large shake, and after large shake, through verifying, can change the support of damage easily.
Traditional curvature-prevention support component has following characteristics, and only steel core is connected with structural element, and load is born by steel core completely, and outer sleeve and packing material only retrain steel core compressive buckling, prevents steel core buckle in compression, makes steel core all can enter surrender in tension with by pressure.Namely only consider steel core one power consumption core, have ignored power consumption effect and the axial rigidity contribution of outer constraint sleeve.The anti-buckling support of current research and development mainly improves emphatically its energy dissipation capacity, less to the position-limiting action research of anti-buckling support.Given this, we can attempt to utilize the axial rigidity of external constraint component as the additional stiffness after steel core surrender, participate in limiting structure global displacement.
Summary of the invention
The present invention proposes a kind of two steel pipes and pastes batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward, solve the problem that existing anti-buckling support does not have displacement control device.Outer obligatory point adopts two the rectangle light-gauge steel section concrete filled steel tubes being welded constraint by outer subsides batten plate.Steel core adopts the design of in-line variable cross-section not weld batten plate place tabling with outer obligatory point, thus utilizes the axial rigidity of outer obligatory point to reach spacing target after steel core surrender.
For achieving the above object, the present invention adopts following technical scheme:
A kind of two steel pipes paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward, comprise in-line steel core and outer obligatory point, it is characterized in that, outer obligatory point is 2 rectangle light-gauge steel section concrete filled steel tubes that minor face welds partially over batten plate, in-line steel core is parallel to be placed in the middle of two rectangle light-gauge steel section concrete filled steel tubes, the gap-fill non-cohesive material between concrete filled steel tube and steel core.The two equal local weldings in short side of two rectangle light-gauge steel section concrete filled steel tubes have batten plate.Described in-line steel core is followed successively by surrender active section a from centre to two ends, cross section becomes large section b and linkage section c, surrender active section a becomes between large section b in two sections, cross section becomes large section b respectively near the two ends of outer obligatory point, cross section becomes large section b two ends with 60 slope angle local increasing sections to stretching out rectangle light-gauge steel section concrete filled steel tube, and in-line steel core surrender active section breadth of section is less than the width of outer obligatory point.The outer obligatory point that corresponding in-line steel core section becomes large section b does not weld batten plate, the both ends of outer obligatory point and position uniform welding batten plate corresponding to surrender active section a.
Gap between described outer obligatory point steel pipe and cross steel core arranges non-cohesive material layer.Described outer obligatory point one end distance end 1/12 steel pipe length d starts not weld batten plate, and total length e in welding zone territory is not 1/6 of steel pipe length, and the other end processes equally.Do not weld batten plate region total length e to be greater than I-shaped and to become large segment length b, the command displacement amount of tension, compressive deformation and this displacement-limited with dissipation system of design during its length difference consideration steel core surrender, requires to specify its maximum value according to the restriction of seismic design of structures specification Elastic And Plastic story drift.
When the anti-buckling support in cross section is stressed, first steel core consumes energy surrender, when distortion after steel core surrender acquires a certain degree by outer subsides batten plate constraint, outer obligatory point participation is stressed provides axial rigidity, and outer obligatory point rigidity is larger, effectively can limit the sidesway of the rear structural entity of steel core surrender, reach spacing effect.This invention can be widely used in the Aseismatic Design of high-rise building.
Described in-line steel core section local becomes large section b two ends and does not weld batten plate everywhere with 60 ° of slope angle local increasing sections in outer steel pipe, until cross section passes outer steel pipe, steel core well can be connected with the batten plate of outer steel pipe after tension and compression deformation surrender, utilize the axial rigidity of outer obligatory point to limit and realize limit function.
The obligatory point of described welding batten plate constraint light-gauge steel section concrete composition, can prevent in-line steel core pressurized local buckling, the whole structure that simultaneously can prevent concrete compression destroying infection from supporting.
When described linkage section is physically connected to component, put more energy into floor or angle steel increase linkage section intensity can be welded as required, ensure linkage section steel core two-way stable.
According to above technical scheme, compared with prior art the present invention has following characteristics and beneficial effect.
Superior performance: energy dissipation capacity of the present invention is the yield strength of in-line steel core, when steel core distortion surrender is subject to the constraint of batten plate, outer obligatory point participates in stressed, takes full advantage of the axial rigidity limiting structure lateral displacement of outer obligatory point;
Draw materials conveniently: the steel wide material sources that the present invention adopts, complete in specifications, it is convenient to buy.
Power transmission is clear and definite: after steel core surrender, and the axial rigidity of outer obligatory point is conducive to the storey sidesway of limiting structure as the additional stiffness of support system, realizes limit function.
The present invention can be widely used in the energy-dissipating and shock-absorbing of building and spacing control.
Accompanying drawing explanation
Fig. 1 is structure side view of the present invention.
Fig. 2 is that Figure 1A-A locates sectional drawing.
Fig. 3 is that Figure 1B-B locates sectional drawing.
Reference numeral: 1-steel core, 2-light-gauge steel section concrete filled steel tube, 3-paste batten plate outward, the non-cohesive material between 4-steel core and outer constraint, a-surrender active section length, b-steel core section local becomes large segment length, c-linkage section length, d-do not weld area end distance steel tube end length, e-not welding zone territory total length.
Detailed description of the invention
Below in conjunction with embodiment, the present invention will be further described, but the present invention is not limited to following examples, is as the criterion with claims.
As Figure 1-3, a kind of two steel pipes paste the anti-buckling spacing energy-consumption supporting member of batten plate formula in-line variable-cross-sectisteel steel core outward, be made up of in-line steel core (1) and 2 rectangle light-gauge steel section concrete filled steel tubes (2) being retrained by local welding batten plate, the sectional dimension of outer obligatory point is 300 × 300mm.Described in-line steel core (1) comprises surrender active section a, local, cross section becomes large section b and linkage section c.Local, described in-line steel core (1) cross section becomes large section b two ends and does not weld batten plate (4) in outer steel pipe and sentence 60 ° of slope angles local increasing sections, until cross section passes outer steel pipe 30mm.The width of described outer obligatory point is greater than in-line steel core surrender active section width 10mm, and be less than the width 30mm that in-line steel core section local becomes large section, the gap between outer constraint steel pipe (2) and surrender active section steel core (1) arranges non-cohesive material (5).Described outer obligatory point (2) distance end 1/12 steel pipe length d starts not weld batten plate, and total length e in welding zone territory is not 1/6 of steel pipe length, and the other end processes equally.Outer constraint steel pipe (2) is not welded batten plate region total length e and is greater than in-line steel core (1) cross section and becomes large section b length, the command displacement amount of tension, compressive deformation and this displacement-limited with dissipation system of design during its length difference consideration steel core (1) surrender, requires to specify its maximum value according to the restriction of seismic design of structures specification Elastic And Plastic story drift.When the anti-buckling support in cross section is stressed, steel core (1) first consumes energy surrender, when distortion after steel core (1) surrender acquires a certain degree by outer subsides batten plate (3) constraint, outer obligatory point participation is stressed provides axial rigidity, and outer obligatory point rigidity is larger, effectively can limit the sidesway of the rear structural entity of steel core (1) surrender, reach spacing effect.This invention can be widely used in the Aseismatic Design of high-rise building.
The operating principle of the anti-buckling spacing energy-consumption supporting member of in-line variable cross-section of the present invention is:
When external loads is applied to anti-buckling support, in-line variable-cross-sectisteel steel core (1) bears external load.Under pressured state, until when after steel core (1) surrender, the compressive strain of steel core reaches the limit of pressurized batten plate (3), namely when the inside compression of steel core (1) cross section change general goal touches the end of welding batten plate (3), outer obligatory point (2) contributes axial compression resistance rigidity under the effect of steel core (1), participates in limiting structure displacement.Under tension state, until when after steel core (1) surrender, the stretcher strain of steel core reaches the limit of welding batten plate (3), namely steel core (1) cross section become general goal stretch out the end touching batten plate (3) time, outer obligatory point (2) contributes axial extensional rigidity under the effect of steel core (1), participates in limiting structure displacement.Now steel core (1) and outer obligatory point (2) integrally bear external loads jointly.This duty shows the working in reciprocating mode in tension and compression process.
Claims (6)
1. a steel pipe pastes batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward, comprise in-line steel core and outer obligatory point, it is characterized in that, outer obligatory point is 2 the rectangle light-gauge steel section concrete filled steel tubes of minor face partially over the constraint of welding batten plate, in-line steel core is parallel to be placed in the middle of two rectangle light-gauge steel section concrete filled steel tubes, fill gaps non-cohesive material between concrete filled steel tube and in-line steel core, the two equal local weldings in short side of two rectangle light-gauge steel section concrete filled steel tubes have batten plate; Described in-line steel core is followed successively by surrender active section a from centre to two ends, cross section becomes large section b and linkage section c, and surrender active section a becomes between large section b in two sections, and cross section becomes large section b respectively near the two ends of outer obligatory point; In-line steel core section becomes large section b two ends with 60 ° of slope angle local increasing sections, be greater than the width of outer obligatory point to steel core width and stretch out rectangle light-gauge steel section concrete filled steel tube, surrender active section a breadth of section is less than the width of outer obligatory point, batten plate does not weld in the outer obligatory point place that cross section becomes large section b corresponding, and the position that the both ends of obligatory point are corresponding with surrender active section a is outside welded with batten plate uniformly.
2. paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward according to one two steel pipe of claim 1, it is characterized in that, can be connected well with outer obligatory point after in-line steel core tension and compression surrender, utilize the axial rigidity of outer obligatory point to realize limit function.
3. paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward according to one two steel pipe of claim 1, it is characterized in that, the width of outer obligatory point is greater than in-line steel core surrender active section width, is less than the width that in-line steel core section local becomes large section.
4. paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward according to one two steel pipe of claim 1, it is characterized in that, the gap between outer constraint steel pipe and in-line steel core arranges non-cohesive material.
5. paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward according to one two steel pipe of claim 1, it is characterized in that, outer obligatory point one end distance end 1/12 steel pipe length d starts not weld batten plate, total length e in welding zone territory is not 1/6 of steel pipe length, and the other end processes equally.
6. paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward by one two steel pipe of claim 1, it is characterized in that, when linkage section is physically connected to component, put more energy into floor or angle steel increase linkage section intensity can be welded as required, ensure linkage section steel core two-way stable.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310744977.XA CN103711217B (en) | 2013-12-30 | 2013-12-30 | A kind of two steel pipes paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310744977.XA CN103711217B (en) | 2013-12-30 | 2013-12-30 | A kind of two steel pipes paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward |
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| CN103711217A CN103711217A (en) | 2014-04-09 |
| CN103711217B true CN103711217B (en) | 2016-01-06 |
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| CN201310744977.XA Expired - Fee Related CN103711217B (en) | 2013-12-30 | 2013-12-30 | A kind of two steel pipes paste batten plate formula in-line variable-cross-sectisteel steel core displacement-limited with dissipation curvature-prevention support component outward |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105239691B (en) * | 2015-09-16 | 2017-11-03 | 哈尔滨工业大学 | A kind of curvature-prevention support component with yi word pattern inner core |
| CN105442719A (en) * | 2015-12-02 | 2016-03-30 | 同济大学 | Steel pipe filling concrete type fishbone core material buckling restrained brace |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002106099A (en) * | 2000-09-28 | 2002-04-10 | Daiwa House Ind Co Ltd | Floor structure for reducing impulsive sound |
| CN100999916A (en) * | 2007-01-12 | 2007-07-18 | 清华大学 | Steel tube anti-flex energy dissipation support |
| CN201627381U (en) * | 2010-04-26 | 2010-11-10 | 哈尔滨工业大学 | Combined steel pipe concrete type anti-bending support component |
| CN202831233U (en) * | 2012-08-13 | 2013-03-27 | 黄智辉 | Connected node of protracting inner diaphragm steel girder and concrete-filled steel-tubular columns inscribed a pipe coat |
| CN103410240A (en) * | 2013-03-29 | 2013-11-27 | 清华大学 | Anti-buckling supporting member with lattice type double-rectangular-pipe cross section |
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- 2013-12-30 CN CN201310744977.XA patent/CN103711217B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002106099A (en) * | 2000-09-28 | 2002-04-10 | Daiwa House Ind Co Ltd | Floor structure for reducing impulsive sound |
| CN100999916A (en) * | 2007-01-12 | 2007-07-18 | 清华大学 | Steel tube anti-flex energy dissipation support |
| CN201627381U (en) * | 2010-04-26 | 2010-11-10 | 哈尔滨工业大学 | Combined steel pipe concrete type anti-bending support component |
| CN202831233U (en) * | 2012-08-13 | 2013-03-27 | 黄智辉 | Connected node of protracting inner diaphragm steel girder and concrete-filled steel-tubular columns inscribed a pipe coat |
| CN103410240A (en) * | 2013-03-29 | 2013-11-27 | 清华大学 | Anti-buckling supporting member with lattice type double-rectangular-pipe cross section |
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