CN202157411U - Double lateral force resisting structure of fabricated buckling-restrained brace steel frame - Google Patents
Double lateral force resisting structure of fabricated buckling-restrained brace steel frame Download PDFInfo
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- CN202157411U CN202157411U CN2011202140709U CN201120214070U CN202157411U CN 202157411 U CN202157411 U CN 202157411U CN 2011202140709 U CN2011202140709 U CN 2011202140709U CN 201120214070 U CN201120214070 U CN 201120214070U CN 202157411 U CN202157411 U CN 202157411U
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Abstract
The utility model discloses a double lateral force resisting structure of a fabricated buckling-restrained brace steel frame, which comprises at least one frame unit and at least one buckling-restrained brace. Each frame unit is defined by two frame columns and one frame beam to form an open rectangular frame, and two ends of the frame beam are respectively in semi-rigid connection with the upper ends of the two frame columns. The buckling-restrained brace is arranged in inclined mode, and two ends of the buckling-restrained brace are fixedly connected to the inside of the frame unit. The buckling-restrained brace is capable of being subject to pull and stress so that energy dissipation performance is good. The frame beam and the frame columns are in semi-rigid connection, only bolted connection is required at the construction site, and the brace and the structure are in bolted connection, thereby being convenient in construction and improving construction speed.
Description
Technical field
The utility model belongs to multilayer and highrise building technical field, is specifically related to the dual lateral resisting structure of a kind of assembling flection constrained support steel skeleton.
Background technology
Node has crucial meaning as the hinge that connects power transmission in the framework to giving full play to of total performance.The Northridge earthquake of the U.S. in 1994 and nineteen ninety-five Japan Kobe earthquake in, have many welding rigid joints that brittle fracture has taken place because of ductility is relatively poor, this phenomenon causes related organization and expert's attention and attention.China is positioned at the position that crosses of the world two violent earthquakes structure system, is located in the multiple area of earthquake, and earthquake is frequent and strong.In traditional analytical method,, often be simplified to rigid joint or hinged joint to bean column node during calculating for the ease of structural analysis.But in the practical structures, pure rigidity and hinged joint are non-existent, and its actual performance between the semi-rigid node between the two, promptly can be transmitted moment of flexure often, has certain turning power again.Traditional rigidly connect clean steel frame unit beam column behind severe earthquake action and can produce plastic strain usually, this will make the shake back repair difficulty.
In Steel Frame Elements, support is a kind of effective lateral resistant member, can make steel frame possess higher anti-side rigidity, and traditional band support frame has center support framework and eccentric support frame.In shake when the macroseism, the common support meeting pressurized flexing in the center support framework with drawn surrender, and flexing can make compression bearing reduce, thereby has limited the energy dissipation capacity of support as lateral resistant member.Eccentric support frame is through the surrender of eccentric beam section, and the flexing of restriction support can make structure have energy-dissipating property preferably, but because the surrender of eccentric beam section makes the main structure damage, structure repair is comparatively difficult after the earthquake.
The existing steel structure body that rigidly connects ties up to when construction and needs welding at the scene, have speed of application slow, increase difficulty of construction, the shortcoming that welding quality is difficult to guarantee.
The utility model content
The utility model problem to be solved provides the dual lateral resisting structure of a kind of assembling flection constrained support steel skeleton, overcomes the problems referred to above that exist in the prior art.
The dual lateral resisting structure of the utility model assembling flection constrained support steel skeleton; At least comprise a frame unit; Each frame unit surrounds the opening rectangular frame by two frame columns and a Vierendeel girder, and the two ends of Vierendeel girder are connected with the upper end of two frame columns is semi-rigid respectively, also comprises at least one buckling-restrained support; Said buckling-restrained support is obliquely installed, and the two ends of buckling-restrained support are fixedly connected in the said frame unit.
The a plurality of said frame units of the utility model are fixedly connected up and down, and corresponding being rigidly connected in the frame column of the frame column lower end of a last frame unit and next frame unit upper end.
A buckling-restrained support is set in each frame unit of the utility model, and an end of buckling-restrained support is fixedly connected on the upper end of a frame column, and the other end of buckling-restrained support is fixedly connected on the lower end of another root frame column.
Be provided with two buckling-restrained supports in each frame unit of the utility model; One end of two buckling-restrained supports is fixed on the middle part of a Vierendeel girder; The other end of two buckling-restrained supports is separately fixed at the end of two frame columns of this frame unit, and two buckling-restrained support forming V-shapes or inverted V-shaped are arranged.
When the utility model is arranged when said two buckling-restrained support forming V-shapes; One end of two buckling-restrained supports is fixed on the Vierendeel girder middle part of a following frame unit adjacent with this frame unit, and the other end of two buckling-restrained supports is separately fixed at the upper end of two frame columns of this frame unit.
The utility model when said two buckling-restrained when supporting to inverted V-shaped and arranging; One end of two buckling-restrained supports is fixed on the Vierendeel girder middle part of this frame unit, and the other end of two buckling-restrained supports is separately fixed at the lower end of two frame columns of this frame unit.
Semi-rigid being connected to of the utility model is provided with short short slab between said Vierendeel girder and frame column, Vierendeel girder and frame column are rigidly connected with short short slab respectively.
Through above technical scheme, the utility model with structural plasticity distortion all be directed to support with semi-rigid the connection on, make beam column under the violent earthquake effect, can remain on elastic stage, continue the maintenance supporting capacity, the assurance structure is not collapsed.Compare with rigidly connecting, semi-rigid connection energy-dissipating property is good, and the true actual condition of reflect structure, can truly realize the optimal design of steel work; Buckling-restrained be supported on drawn with two kinds of stresses of pressurized under can both surrender and flexing not, energy-dissipating property is superior.Thereby the dual lateral resisting structure system of assembling flection constrained support steel skeleton energy-dissipating property is good, has the twice line of providing fortification against earthquakes, and functional performance is superior in the multi-rise building in district of providing fortification against earthquakes, and can realize optimal design, saves steel using amount.Beam column connects and to be made as semi-rigid connection, only need carry out bolt at the construction field (site) and connect, and support to be connected with structure also be the bolt connection, easy construction, lifting speed of application.
Description of drawings
Fig. 1 is the dual lateral resisting structure system of the assembling flection constrained support steel skeleton elevational schematic view that the buckling-restrained support of levels is all arranged for the monocline bar.
The dual lateral resisting structure system of the assembling flection constrained support steel skeleton elevational schematic view that Fig. 2 is arranged in order for the handstand V-type for the buckling-restrained support of levels.
Fig. 3 is the dual lateral resisting structure system of the assembling flection constrained support steel skeleton elevational schematic view of buckling-restrained support V-type of levels and the cross arrangement of handstand V-type.
Fig. 4 is the dual lateral resisting structure System Framework of assembling flection constrained support steel skeleton post, Vierendeel girder and connection node of buckling-restrained brace sketch map.
The specific embodiment
In conjunction with above accompanying drawing the utility model is done further specific descriptions:
The dual lateral resisting structure of the utility model assembling flection constrained support steel skeleton comprises one at least by frame column 1-1,1-2; 1-3,1-4 and Vierendeel girder 2-1,2-2; 2-3; The frame unit that 2-4 surrounds also comprises at least one the buckling-restrained support 3-1 that is positioned at frame unit to 3-8, frame column and the semi-rigid (see figure 4) that is connected of Vierendeel girder; Semi-rigid connection specifically refers between frame column and Vierendeel girder, be provided with short short slab; Respectively short short slab welding of Vierendeel girder and frame column or bolt are connected, buckling-restrained support two ends respectively with frame unit to the angle point (see figure 1) that is fixedly linked, perhaps buckling-restrained V-type and the frame unit that supports to V-type or handstand be fixedly linked (seeing Fig. 2 and Fig. 3).A plurality of frame units are fixing successively up and down, and the end of adjacent two frame columns is rigidly connected.
First embodiment of the utility model as shown in Figure 1, the two ends of buckling-restrained support are through on the intersection point that is bolted to different frames post and Vierendeel girder.The first frame column 1-1 upper end and the second frame column 1-2 lower end just are connected in one, and the 3rd frame column 1-3 upper end and the 4th frame column 1-4 lower end just are connected in one; The first Vierendeel girder 2-1, one end is through semi-rigid connection first frame column 1-1 upper end; The first Vierendeel girder 2-1 other end is through semi-rigid connection the 3rd frame column 1-3 upper end; The second Vierendeel girder 2-2, one end is through semi-rigid connection second frame column 1-2 upper end, and the second Vierendeel girder 2-2 other end is through semi-rigid connection the 4th frame column 1-4 upper end; First buckling-restrained support 3-1 one end is connected on the intersection point of the first frame column 1-1 and the first Vierendeel girder 2-1; The first buckling-restrained support 3-1 other end is connected the 3rd frame column 1-3 lower end; Second buckling-restrained support 3-2 one end is connected on the intersection point of the second frame column 1-2 and the second Vierendeel girder 2-2; The second buckling-restrained support 3-2 other end is connected the intersection point of the 3rd frame column 1-3 and the first Vierendeel girder 2-1, arranges even buckling-restrained support is the monocline bar.
Like Fig. 2 and shown in Figure 3; The buckling-restrained V-type that is supported for two one-tenth V-types or handstand is fixed in the frame unit; One end of every buckling-restrained support is through being bolted on said Vierendeel girder and two intersection points with the root frame column, and the other end of two buckling-restrained supports is together through being bolted to the middle of another root Vierendeel girder.The buckling-restrained handstand V-type that is supported in a plurality of frame units is arranged in order (see figure 2), perhaps becomes the V-type cross arrangement (see figure 3) of V-type and handstand
Second embodiment of the utility model as shown in Figure 2; The buckling-restrained handstand V-type that is supported in a plurality of frame units is arranged in order: the 3rd buckling-restrained support 3-3 one end is connected the first frame column 1-1 lower end; The 3rd buckling-restrained support 3-3 other end is connected the first Vierendeel girder 2-1 bottom flange mid point; The 4th buckling-restrained support 3-4 one end is connecting the 3rd frame column 1-3 lower end; The 4th buckling-restrained support 3-4 other end is connected on the intersection point of the 3rd buckling-restrained support 3-3 and the first Vierendeel girder 2-1, even the buckling-restrained first floor that is supported on is the arrangement of handstand V-type; The 5th buckling-restrained support 3-5 one end is connected on the intersection point of the first frame column 1-1 and the first Vierendeel girder 2-1, and the 5th buckling-restrained support 3-5 other end is connected the second Vierendeel girder 2-2 bottom flange mid point; The 6th buckling-restrained support 3-6 one end is connected on the intersection point of the 3rd frame column 1-3 and the first Vierendeel girder 2-1; The 6th buckling-restrained support 3-6 other end is connected on the intersection point of the 5th buckling-restrained support 3-5 and the second Vierendeel girder 2-2, even the buckling-restrained second layer handstand V-type that is supported on is arranged.
The 3rd embodiment of the utility model as shown in Figure 3; The buckling-restrained V-type cross arrangement that supports to V-type and handstand in a plurality of frame units: the 3rd buckling-restrained support 3-3 one end is connected the first frame column 1-1 lower end; The 3rd buckling-restrained support 3-3 other end is connected the first Vierendeel girder 2-1 bottom flange mid point; The 4th buckling-restrained support 3-4 one end is connecting the 3rd frame column 1-3 lower end; The 4th buckling-restrained support 3-4 other end is connected on the intersection point of the 3rd buckling-restrained support 3-3 and the first Vierendeel girder 2-1, even the buckling-restrained first floor that is supported on is the arrangement of handstand V-type; The 7th buckling-restrained support 3-7 one end connects the first Vierendeel girder 2-1 top flange mid point; The 7th buckling-restrained support 3-7 other end connects the intersection point of the second frame column 1-2 and the second Vierendeel girder 2-2; The 8th buckling-restrained support 3-8 one end connects the intersection point of the 7th buckling-restrained support 3-7 and the first Vierendeel girder 2-1; The 8th buckling-restrained support 3-8 other end connects the intersection point of the 4th frame column 1-4 and the second Vierendeel girder 2-2, even buckling-restrainedly be supported on the V-shaped arrangement of the second layer.
The utility model provides a kind of structural system that is applicable to multilayer and highrise building, is confirmed the cross section of Vierendeel girder and frame column to confirm buckling-restrained supporting section by horizontal loading by vertical load in the concept phase.Be optimized design in the construction documents design phase through finite element analysis.The construction center is set a roof beam in place, frame column connects the semi-rigid type of attachment that adopts the end plate type to connect.Process in steel work processing factory with the connected node that supports on frame column, the Vierendeel girder, after beam column installed at the construction field (site), buckling-restrained support was connected with Vierendeel girder, frame column through the bolt connection.
With six layers of teaching building building is its use of example explanation.This building overall width 16m, total length 48m, floor height 3.6m.Middle span 4m, end bay 6m six strides totally.Site category " type, basic fortification intensity 7 degree.Wind reference pressure 0.55kN/m2 is positioned at the city proper.Structural concept adopts the dual lateral resisting structure system of assembling flection constrained support steel skeleton, at middle span buckling-restrained support is set, and it all is the semi-rigid connected mode of end plate type that all beam columns connect.Confirm deck-molding according to vertical load and span, every layer of Vierendeel girder cross section is H300 * 150 * 6.5 * 9; Select the frame column cross section for use according to ratio of axial compressive force to axial compressive ultimate capacity of section, column section is H440 * 300 * 10 * 18 in first floor, the second layer and the 3rd layer of frame column, and the side column cross section is H390 * 300 * 10 * 16; Column section is H320 * 200 * 10 * 12 in the 4th layer, layer 5 and the layer 6 frame column, and the side column cross section is H280 * 175 * 8 * 10.Adopt the support arrangement form of monocline bar, support to be arranged in and stride.Confirm bearing length according to geometry, confirm to support the central layer cross section according to horizontal loading, first floor, the second layer and the 3rd layer of supporting section are 90 * 12mm, and the 4th layer, layer 5 and layer 6 supporting section are 70 * 8mm.Satisfy design object through design.
Claims (7)
1. dual lateral resisting structure of assembling flection constrained support steel skeleton; At least comprise a frame unit, it is characterized in that each frame unit surrounds the opening rectangular frame by two frame columns and a Vierendeel girder; The two ends of Vierendeel girder are connected with the upper end of two frame columns is semi-rigid respectively; Also comprise at least one buckling-restrained support, said buckling-restrained support is obliquely installed, and the two ends of buckling-restrained support are fixedly connected in the said frame unit.
2. the dual lateral resisting structure of steel frame according to claim 1 is characterized in that a plurality of said frame units are fixedly connected up and down, and corresponding being rigidly connected in the frame column of the frame column lower end of a last frame unit and next frame unit upper end.
3. the dual lateral resisting structure of steel frame according to claim 1 and 2; It is characterized in that; A buckling-restrained support is set in each frame unit; One end of buckling-restrained support is fixedly connected on the upper end of a frame column, and the other end of buckling-restrained support is fixedly connected on the lower end of another root frame column.
4. the dual lateral resisting structure of steel frame according to claim 2; It is characterized in that; Be provided with two buckling-restrained supports in each frame unit; One end of two buckling-restrained supports is fixed on the middle part of a Vierendeel girder, and the other end of two buckling-restrained supports is separately fixed at the end of two frame columns of this frame unit, and two buckling-restrained support forming V-shapes or inverted V-shaped are arranged.
5. the dual lateral resisting structure of steel frame according to claim 4; It is characterized in that; When said two buckling-restrained support forming V-shapes are arranged; One end of two buckling-restrained supports is fixed on the Vierendeel girder middle part of a following frame unit adjacent with this frame unit, and the other end of two buckling-restrained supports is separately fixed at the upper end of two frame columns of this frame unit.
6. the dual lateral resisting structure of steel frame according to claim 4; It is characterized in that; When said two buckling-restrained when supporting to inverted V-shaped and arranging; One end of two buckling-restrained supports is fixed on the Vierendeel girder middle part of this frame unit, and the other end of two buckling-restrained supports is separately fixed at the lower end of two frame columns of this frame unit.
7. the dual lateral resisting structure of steel frame according to claim 1 is characterized in that, said semi-rigid being connected to is provided with short short slab between said Vierendeel girder and frame column, and Vierendeel girder and frame column are rigidly connected with short short slab respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011202140709U CN202157411U (en) | 2011-06-22 | 2011-06-22 | Double lateral force resisting structure of fabricated buckling-restrained brace steel frame |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011202140709U CN202157411U (en) | 2011-06-22 | 2011-06-22 | Double lateral force resisting structure of fabricated buckling-restrained brace steel frame |
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| CN202157411U true CN202157411U (en) | 2012-03-07 |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102979162A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Multi-story high-rise assembled steel structure frame - prestressed centrally-braced system |
| CN102979166A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Multi-story high-rise assembled steel structure frame - eccentrically-braced system |
| CN102979163A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system |
| CN102979178A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Industrialized multi-story high-rise assembled steel structure frame - eccentrically-braced system |
| CN102979175A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Industrialized multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system |
| CN103114648A (en) * | 2012-11-26 | 2013-05-22 | 北京工业大学 | Multi-high-layer assembly type steel structure frame-center supporting system |
| CN103334514A (en) * | 2013-06-17 | 2013-10-02 | 南京长江都市建筑设计股份有限公司 | Full precast frame steel support structure and construction method thereof |
| CN104452961A (en) * | 2014-12-08 | 2015-03-25 | 上海应用技术学院 | Rural low-rise assembled damping building structure system |
| CN109706833A (en) * | 2018-11-10 | 2019-05-03 | 重庆大学 | A kind of damping rigid frame bridge bridge pier containing buckling restrained brace |
| CN113445800A (en) * | 2021-06-29 | 2021-09-28 | 南通装配式建筑与智能结构研究院 | Bearing side separation resisting mechanism system |
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2011
- 2011-06-22 CN CN2011202140709U patent/CN202157411U/en not_active Expired - Lifetime
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102979163B (en) * | 2012-11-26 | 2015-06-17 | 北京工业大学 | Multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system |
| CN102979178B (en) * | 2012-11-26 | 2015-06-17 | 北京工业大学 | Industrialized multi-story high-rise assembled steel structure frame - eccentrically-braced system |
| CN102979163A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system |
| CN102979178A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Industrialized multi-story high-rise assembled steel structure frame - eccentrically-braced system |
| CN102979175A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Industrialized multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system |
| CN103114648A (en) * | 2012-11-26 | 2013-05-22 | 北京工业大学 | Multi-high-layer assembly type steel structure frame-center supporting system |
| CN102979166A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Multi-story high-rise assembled steel structure frame - eccentrically-braced system |
| CN103114648B (en) * | 2012-11-26 | 2015-07-15 | 北京工业大学 | Multi-high-layer assembly type steel structure frame-center supporting system |
| CN102979175B (en) * | 2012-11-26 | 2015-01-14 | 北京工业大学 | Industrialized multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system |
| CN102979162A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Multi-story high-rise assembled steel structure frame - prestressed centrally-braced system |
| CN103334514A (en) * | 2013-06-17 | 2013-10-02 | 南京长江都市建筑设计股份有限公司 | Full precast frame steel support structure and construction method thereof |
| CN104452961A (en) * | 2014-12-08 | 2015-03-25 | 上海应用技术学院 | Rural low-rise assembled damping building structure system |
| CN109706833A (en) * | 2018-11-10 | 2019-05-03 | 重庆大学 | A kind of damping rigid frame bridge bridge pier containing buckling restrained brace |
| CN113445800A (en) * | 2021-06-29 | 2021-09-28 | 南通装配式建筑与智能结构研究院 | Bearing side separation resisting mechanism system |
| CN113445800B (en) * | 2021-06-29 | 2022-12-06 | 南通装配式建筑与智能结构研究院 | Bearing side separation resisting mechanism system |
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Granted publication date: 20120307 |