CN204199472U - A kind of all steel double-core core plate type buckling-resistant support structure - Google Patents
A kind of all steel double-core core plate type buckling-resistant support structure Download PDFInfo
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- CN204199472U CN204199472U CN201420683763.6U CN201420683763U CN204199472U CN 204199472 U CN204199472 U CN 204199472U CN 201420683763 U CN201420683763 U CN 201420683763U CN 204199472 U CN204199472 U CN 204199472U
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Abstract
The utility model provides a kind of all steel double-core core plate type buckling-resistant support structure, comprise yi word pattern steel plate, two C type channel-section steels, 4 rectangle hollow steel pipes and two gusset plates, yi word pattern steel plate from middle part toward both ends gradually transition widen, yi word pattern steel plate is core core unit, two rectangle hollow steel pipes are parallel to each other to link together with C type channel-section steel, form constraint element, constraint element is enclosed within outside core core unit, leaves space between constraint element and core core unit; In C type channel-section steel side, back-to-back batten plate riveted joint assembly forms double-core core unit to two constraint elements, and space is left in centre; One end of gusset plate is inserted with between the space that double-core core unit is often held, and this end and yi word pattern Interal fixation.This braced structures, without the need to concrete and delamination material, steel core can surrender power consumption under design con-trol displacement simultaneously, and flexing unstability does not occur, and simplifies the difficulty making and construct, adds flexibility ratio, reduce cost of labor.
Description
Technical field
The utility model relates to a kind of all steel double-core core plate type buckling-resistant support structure.
Background technology
Conventional center sway frame system diagonal brace pressurized in macroseism, just produces flexing unstability most probably, the shock resistance of structure is lost before surrender.In order to solve the problem of diagonal brace compressive buckling, many scholars have developed a kind of novel diagonal supporting member through years of researches, are called anti-buckling support (Buckling RestrainedBraces is called for short BRB).This kind of tension and pressurized all can reach the energy dissipation component of surrender, the shortcoming that flexing occurs when pressurized conventional center diagonal supporting member can be improved, make the sway frame after improvement possess excellent high stiffness characteristics, the toughness of frame system and shock resistance more can promote significantly.In addition, steel after surrender have can a large amount of endergonic characteristic, this makes anti-buckling is the diagonal supporting member of high stiffness when being supported on elastic reaction, the energy dissipating assembly of a kind of superior performance especially after surrender, effectively can absorb the energy of Seismic input, be a kind of very promising energy-consumption supporting member.
General BRB is made up of core core component unit and restraining tube unit.Current modal restraining tube pattern is formed by steel pipe filling concrete.In addition, owing to wishing that this component has similar mechanical behavior as far as possible when tension and pressurized, therefore and must enclose between Shu Danyuan one sliding unit (being also called delamination unit) is provided in core, avoid core because of after forced expansion and enclose to produce between Shu Danyuan and bond or frictional force and cause rolling up of axial pressure, this sliding unit can be made up of materials such as various rubber, is referred to as delamination material (UnbondingMaterial).The structure of such complexity prevents production and the application of BRB to a great extent, brings difficulty to standardized designs and Performance Evaluation.
In addition, most anti-buckling supports is all enclose Shu Danyuan by unitary core section and single steel pipe formed, and both ends can be put more energy into into cross mostly, the end stiffener that also needs to burn-on forms cross, support bonding length longer more with bolt quantity, cause welding and bolt operation to roll up.In order to improve these shortcomings, Taiwan Univ.'s Civil Engineering Laboratory Cai Ke select and professor Lai Junwei have developed with double-core core section and the anti-buckling energy-dissipating support that is made up of two steel tube confinement unit, although improve the problem of end to a certain extent, but the assembly that their constraint element used still selects steel casing pack concrete to form, constructs still more complicated.
Utility model content
For above problem, the utility model discloses a kind of all steel double-core core plate type buckling-resistant support structure, adopts all steel sleeve pipe as constraint, interspaces in advance, as expansion and the deformation space of central layer, without the need to concrete and delamination material between sleeve pipe and core central layer; Apply double-core core, C type channel-section steel and two hollow steel sleeve pipe simultaneously, simplify the difficulty making and construct, add flexibility ratio, reduce cost of labor.
The technology that the utility model adopts is as follows: a kind of all steel double-core core plate type buckling-resistant support structure, comprises yi word pattern steel plate (1), two C type channel-section steels (2), 4 rectangle hollow steel pipes (3) and two gusset plates (4); Yi word pattern steel plate from middle part toward both ends gradually transition widen, yi word pattern steel plate (1) is core core unit, two rectangle hollow steel pipes (3) are parallel to each other to be linked together with C type channel-section steel (2), form constraint element, constraint element is enclosed within outside core core unit, leaves space between constraint element and core core unit; In C type channel-section steel (2) side, back-to-back batten plate riveted joint assembly forms double-core core unit to two constraint elements, and space is left in centre; Be inserted with one end of gusset plate (4) between the space that double-core core unit is often held, and this end and yi word pattern steel plate (1) are fixed.
The utility model also has following technical characteristic: the two ends of the side of described yi word pattern steel plate are vertically connected with ribs respectively.
The beneficial effects of the utility model and advantage:
The utility model adopts all steel double-core core plate type buckling-resistant support structure, using all steel sleeve pipe as constraint, interspace in advance, without the need to concrete and delamination material for central layer expands between sleeve pipe and core central layer, steel core can surrender power consumption under design con-trol displacement simultaneously, and flexing unstability does not occur.The axle power that the sectional dimension of steel core constraint surrender section is determined according to the yield strength of core and the relevant regulations of specification designs, ensure steel core dilatation smoothly, obtain outstanding hysteretic energy performance, simplify the difficulty making and construct, add flexibility ratio, reduce cost of labor.
Accompanying drawing explanation
Fig. 1 anti-buckling support core core steel plate structure figure;
The anti-buckling support part assembling drawing of Fig. 2;
Fig. 3 anti-buckling support constraint surrender section A-A sectional view;
Fig. 4 anti-buckling support unconfinement surrender section B-B sectional view;
The anti-buckling support node of Fig. 5 hardens composition;
Fig. 6 anti-buckling support node plate C-C sectional view;
Fig. 7 anti-buckling support integral installation figure;
Fig. 8 component pseudo static testing result figure.
Detailed description of the invention
Citing further illustrates with reference to the accompanying drawings below:
Embodiment 1
As shown in figs. 1-7, a kind of all steel double-core core plate type buckling-resistant support structure, comprises yi word pattern steel plate 1, two C type channel-section steels 2,4 rectangle hollow steel pipes 3 and two gusset plates 4; Yi word pattern steel plate from middle part toward both ends gradually transition widen, yi word pattern steel plate 1 is core core unit, two rectangle hollow steel pipes 3 are parallel to each other to be welded together with C type channel-section steel 2, form constraint element, constraint element is enclosed within outside core core unit, leave space 1.5mm between constraint element and core core unit, core core unit is had living space when forced expansion and distortion; In C type channel-section steel 2 side, back-to-back batten plate riveted joint assembly forms double-core core unit to two constraint elements, and space 16mm is left in centre; Be inserted with one end of gusset plate 4 between the space that double-core core unit is often held, and this end and yi word pattern steel plate 1 are fixed, other one end of gusset plate 4 is riveted on post and beam.The two ends of the side of described yi word pattern steel plate are vertically welded with ribs 5 respectively, and the space that channel-section steel and rectangular steel pipe welding are formed is constraint element, flexing during core core unit pressurized retrain by them, ensure to make full use of the compression capability of steel.
Yi word pattern steel plate 1 is stress unit, by constraint surrender section (active section), and constraint non-compliant section (changeover portion), unconfinement non-compliant section (linkage section) three sections formation; Constraint non-compliant section and unconfinement non-compliant section are welded with notch cuttype variable cross-section stiffening rib, ensure not surrender in this section, also proof stress is not undergone mutation, the stiffening rib of notch cuttype also provides constraint for sleeve pipe slides up and down simultaneously, for avoiding sliding between sleeve pipe and core, centre can suitably spot welding in addition; Yi word pattern steel plate end is widened, and leaves riveted joint screw, and changeover portion adopts stepped gradual, avoids stress mutation; For preventing changeover portion unstable failure, its plane outer direction welding stiffening rib is to strengthen lateral support; Low Yield Point Steel or common Q 235 steel are selected in the suggestion of yi word pattern steel plate materials, and rectangular steel pipe selects 40 × 25 × 3 models, and #12 thin-wall channel selected by C type channel-section steel.
Embodiment 2
Steel core of the present utility model can surrender power consumption under design con-trol displacement, and flexing unstability does not occur.The axle power that the sectional dimension of steel core constraint surrender section is determined according to the yield strength of core and the relevant regulations of specification designs, and ensures steel core dilatation smoothly, obtains outstanding hysteretic energy performance.Such as, if the bearing capacity that design supports is 400kN, support and be about 50 degree with horizontal beam inclination angle, getting core core steel plate cross section is 72mm 12mm, and the design yield force that monokaryon core supports with reference to AISC340-10 is:
(1)P
ysc＝F
yscA
sc＝215Mpa×72mm×12mm＝185.8kN
Tensile capacity after adjustment is
(2)T
y＝R
yP
ysc＝1.25×185.8＝232.2kN
(3)T
max＝ωF
yscA
sc＝ωT
y＝1.1×232.2＝255.4kN
Compression bearing after adjustment is
(4)P
max＝βT
max＝1.1×255.4＝281.0kN
Double-core core needs the horizontal thrust of horizontal direction to be
(5)2P
maxcos 50°＝2×281.0×cos 50°＝361.2kN＜400KN
Meet load capability and the expected design of laboratory equipment.
Here in the calculating demonstrated, F
yscrefer to the yield strength design load of Q235 steel, P
yscrefer to the axial yield strength of core core steel plate, A
screfer to core core steel plate sectional area, β is compressive strength regulation coefficient, and ω is strain hardening regulation coefficient, R
yfor material over-strength factor.
Through Quintic system and Fatigue Test Research result display (as shown in Figure 8); designed anti-buckling support tool is for excellent hysteretic energy and anti-fatigue performance; can use in various building and civil engineering; both the rigidity of structure can be increased; improve the functional of building, the surrender power consumption by self under fortification intensity, the earthquake intensity of rare chance and even ultra-large earthquake can protect agent structure again.If simultaneously also replaceable through large damaged evil idea, and do not affect the normal use of structure, agent structure Quick-return utility function can be made.
Embodiment 3
In order to test the lateral resistance behavior of above-mentioned component, carry out pseudo static testing to component sample, two monokaryon cores taken into apart by one of them component, and another is double-core core, totally three experiments.Test result as shown in Figure 8, axle power-deformation curve that in Fig. 8, (a) loads for #1 monokaryon core test specimen Quintic system, b axle power-distortion hysteresis loop that () loads for #2 monokaryon core test specimen Quintic system, c () is the low-cycle fatigue axle power-distortion hysteresis loop of #2 monokaryon core test specimen under 1.1 times of yield strengths, (d) is #3 double-core core test specimen axle power-distortion hysteresis loop.As can be seen from the figure, No. #1 does not have #2 component level and smooth, and has and pinch effect a little, falls short of, make core core component there occurs flexing this is because enclose weld seam between Shu Gangguan and channel-section steel.No. #2 is improved with #3 component, adds weld seam, ensure that restraint forces, so No. #2 fuller and level and smooth with the curve of #3 component.Theoretical and the reasonability that makes of this indirect proof the utility model, as long as that is, ensure surrounding bundle force, core core steel plate just can give full play to stable power consumption effect.But all experiments show: anti-buckling support pressure almost symmetry, meets or exceeds the 400kN of design bearing capacity; Hysteresis loop is full, has the damping ratio up to 18.8%, fully can consume the energy of geological process; Surrender ratio of rigidity is about 10%, meets the rigidity sclerosis character of steel; 1.1 times of yield force levels inclined labor experiment 100 circle, bearing capacity closely reduces and is no more than 6%, and can tolerate the effect of more longer aftershock, designed anti-buckling support three test specimens all embody stable performance.The designed power transmission rule using all right change structure system of novel curvature-prevention support component, alleviates the seismic shear that other lateral resistant member is born; When earthquake occurs, also a large amount of non-resilient sex change can be received in anti-buckling supporting sleeve inner, be that agent structure is in elasticity, accurate elastic stage, energy-dissipating and shock-absorbing excellent effect.
Claims (2)
1. an all steel double-core core plate type buckling-resistant support structure, comprises yi word pattern steel plate (1), two C type channel-section steels (2), 4 rectangle hollow steel pipes (3) and two gusset plates (4); It is characterized in that, yi word pattern steel plate from middle part toward both ends gradually transition widen, yi word pattern steel plate (1) is core core unit, two rectangle hollow steel pipes (3) are parallel to each other to be linked together with C type channel-section steel (2), form constraint element, constraint element is enclosed within outside core core unit, leaves space between constraint element and core core unit; In C type channel-section steel (2) side, back-to-back batten plate riveted joint assembly forms double-core core unit to two constraint elements, and space is left in centre; Be inserted with one end of gusset plate (4) between the space that double-core core unit is often held, and this end and yi word pattern steel plate (1) are fixed.
2. a kind of all steel double-core core plate type buckling-resistant support structure according to claim 1, it is characterized in that, the two ends of the side of described yi word pattern steel plate are vertically connected with ribs (5) respectively.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201420683763.6U CN204199472U (en) | 2014-11-14 | 2014-11-14 | A kind of all steel double-core core plate type buckling-resistant support structure |
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| CN201420683763.6U CN204199472U (en) | 2014-11-14 | 2014-11-14 | A kind of all steel double-core core plate type buckling-resistant support structure |
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| CN204199472U true CN204199472U (en) | 2015-03-11 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735505A (en) * | 2016-03-08 | 2016-07-06 | 上海大学 | Double-core-plate precast filling type buckling-restrained brace structure |
| CN105927018A (en) * | 2016-04-21 | 2016-09-07 | 天津大学 | Building structure all-steel buckling-restrained brace in reduced local strength, and manufacturing method thereof |
| CN112144686A (en) * | 2020-09-29 | 2020-12-29 | 长安大学 | Green assembled buckling restrained brace |
-
2014
- 2014-11-14 CN CN201420683763.6U patent/CN204199472U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735505A (en) * | 2016-03-08 | 2016-07-06 | 上海大学 | Double-core-plate precast filling type buckling-restrained brace structure |
| CN105735505B (en) * | 2016-03-08 | 2019-04-02 | 上海大学 | The prefabricated filled type buckling restrained brace structure of twin-core plate |
| CN105927018A (en) * | 2016-04-21 | 2016-09-07 | 天津大学 | Building structure all-steel buckling-restrained brace in reduced local strength, and manufacturing method thereof |
| CN112144686A (en) * | 2020-09-29 | 2020-12-29 | 长安大学 | Green assembled buckling restrained brace |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| EE01 | Entry into force of recordation of patent licensing contract |
Assignee: Beijing min Gong Technology Co., Ltd. Assignor: Wang Yumei Contract record no.: 2015230000132 Denomination of utility model: Full-steel double-core plate type buckling-resistant support structure Granted publication date: 20150311 License type: Exclusive License Record date: 20151103 |
|
| LICC | Enforcement, change and cancellation of record of contracts on the licence for exploitation of a patent or utility model | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150311 Termination date: 20161114 |