CN101215854A - Beam-column hinged-flection constrained support steel skeleton construction - Google Patents
Beam-column hinged-flection constrained support steel skeleton construction Download PDFInfo
- Publication number
- CN101215854A CN101215854A CNA2008100324912A CN200810032491A CN101215854A CN 101215854 A CN101215854 A CN 101215854A CN A2008100324912 A CNA2008100324912 A CN A2008100324912A CN 200810032491 A CN200810032491 A CN 200810032491A CN 101215854 A CN101215854 A CN 101215854A
- Authority
- CN
- China
- Prior art keywords
- buckling
- frame column
- vierendeel girder
- end connects
- restrained
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Abstract
The invention belongs to the low-rise and multi-rise building technical field, in particular to a beam and column hinged and buckling-restrained brace steel frame system, which comprises a frame column, a frame beam and a buckling-restrained brace, wherein the frame beam and the frame column are connected by adopting the hinged connection form, the buckling-restrained brace is set as a center brace type. The invention not only has the steel structure advantages, but also can reduce welding workload on spot, increases construction speed, ensures connection quality and is suitable for structure installation. The invention can be used for earthquake recovery construction and reduces earthquake damages in the earthquake area, and has a wide application prospect in low-rise and multi-rise buildings.
Description
Technical field
The invention belongs to low layer and multistory building technical field, be specifically related to a kind of beam-column hinged-flection constrained support steel skeleton construction.
Background technology
Traditional rigidly connect clean steel frame structure system ductility and energy-dissipating property is good, under floor levels power acted on repeatedly, total had hysteresis feature preferably, but beam column can produce plastic strain usually behind the severe earthquake action, and this will make the shake back repair difficulty.In steel framed structure, 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.When middle shake and macroseism, common support meeting pressurized flexing in the center support framework and tension surrender, and flexing can make compression bearing reduce, thus limited the energy dissipation capacity that supports as lateral resistant member.Eccentric support frame is by 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.
In view of above situation, the beam-column hinged-flection constrained support steel skeleton construction system of invention is guaranteeing to have overcome above-mentioned shortcoming on the steel work superiority basis.
Summary of the invention
The purpose of this invention is to provide a kind ofly be easy to construct, beam-column hinged-flection constrained support steel skeleton construction that energy-dissipating property is good.
The beam-column hinged-flection constrained support steel skeleton construction that the present invention proposes, constitute by frame column, Vierendeel girder, buckling-restrained support, frame column and Vierendeel girder connect to form frame construction, buckling-restrained support is positioned at frame construction, can adopt that the monocline bar is arranged, the herringbone brace is arranged or any of V-type brace system arrangement, wherein:
The first frame column 1-1 upper end and the second frame column 1-2 lower end rigidly connect and are connected in one, and the 3rd frame column 1-3 upper end and the 4th frame column 1-4 lower end rigidly connect and be connected in one; The first Vierendeel girder 2-1, one end connects first frame column 1-1 upper end by articulated manner, the first Vierendeel girder 2-1 other end connects the 3rd frame column 1-3 upper end by articulated manner, the second Vierendeel girder 2-2, one end connects second frame column 1-2 upper end by articulated manner, and the second Vierendeel girder 2-2 other end connects the 4th frame column 1-4 upper end by articulated manner;
First buckling-restrained support 3-1 one end connects the pin joint of the first frame column 1-1 and the first Vierendeel girder 2-1, the first buckling-restrained support 3-1 other end connects the 3rd frame column 1-3 lower end, second buckling-restrained support 3-2 one end connects the pin joint of the second frame column 1-2 and the second Vierendeel girder 2-2, the second buckling-restrained support 3-2 other end connects the pin joint of the 3rd frame column 1-3 and the first Vierendeel girder 2-1, arranges even buckling-restrained support is the monocline bar; Its structure as shown in Figure 1.
The 3rd buckling-restrained support 3-3 one end connects the first frame column 1-1 lower end, the 3rd buckling-restrained support 3-3 other end connects the first Vierendeel girder 2-1 bottom flange mid point, the 4th buckling-restrained support 3-4 one end connects the 3rd frame column 1-3 lower end, the 4th buckling-restrained support 3-4 other end connects the pin joint 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 circular array; The 5th buckling-restrained support 3-5 one end connects the pin joint of the first frame column 1-1 and the first Vierendeel girder 2-1, and the 5th buckling-restrained support 3-5 other end connects the second Vierendeel girder 2-2 bottom flange mid point; The 6th buckling-restrained support 3-6 one end connects the pin joint of the 3rd frame column 1-3 and the first Vierendeel girder 2-1, the 6th buckling-restrained support 3-6 other end connects the pin joint of the 5th buckling-restrained support 3-5 and the second Vierendeel girder 2-2, even the buckling-restrained second layer that is supported on is circular array; Its structure as shown in Figure 2.
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 pin joint 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 pin joint 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 pin joint of the 4th frame column 1-4 and the second Vierendeel girder 2-2, even the buckling-restrained second layer that is supported on is the V-shape arrangement; Wherein structure as shown in Figure 3.
The present invention has the following advantages with respect to prior art:
The present invention all is directed to the structural plasticity distortion in the support, and hinged beam column frame only bears vertical load, makes beam column can remain on elastic stage under the violent earthquake effect, continues to keep supporting capacity, and the assurance structure is not collapsed.Buckling-restrained support opposing horizontal loading is set, buckling-restrainedly can both surrenders when being supported on tension and pressurized, energy-dissipating property is good, thereby the beam-column hinged-flection constrained support steel skeleton construction system has the hysteretic energy feature similar to the clean steel frame structure system.And this structure is after geological process, and the support that produces plastic strain can be changed easily, and this will help shaking the back repair.Beam column connects and to be made as hingedly, 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 beam-column hinged-flection constrained support steel skeleton construction system elevational schematic view that the buckling-restrained support of levels is all arranged for the monocline bar.
Fig. 2 is that the buckling-restrained support of levels all is the beam-column hinged-flection constrained support steel skeleton construction system elevational schematic view of circular array.
Fig. 3 is a circular array for the buckling-restrained first floor that is supported on of layer, is the beam-column hinged-flection constrained support steel skeleton construction system elevational schematic view that V-shape is arranged at the second layer.
Fig. 4 is beam-column hinged-flection constrained support steel skeleton construction System Framework post, Vierendeel girder and connection node of buckling-restrained brace schematic diagram.
Number in the figure: 1-1 is first frame column, and 1-2 is second frame column, and 1-3 is the 3rd frame column, and 1-4 is the 4th frame column, and 2-1 is first Vierendeel girder, and 2-2 is second Vierendeel girder, and 3-1 is the first buckling-restrained support, and 3-2 is the second buckling-restrained support.3-3 is the 3rd buckling-restrained support, and 3-4 is the 4th buckling-restrained support, and 3-5 is the 5th buckling-restrained support, and 3-6 is the 6th buckling-restrained support, and 3-7 is the 7th buckling-restrained support, and 3-8 is the 8th buckling-restrained support.
The specific embodiment
The invention provides a kind of structural system that is applicable to low layer and multistory building, adopt Fig. 1, Fig. 2 or structure shown in Figure 3, and it is carried out force analysis, determine the cross section of Vierendeel girder and frame column to determine buckling-restrained supporting section by vertical load by horizontal loading.The construction center is set a roof beam in place, frame column connects the bolted articulated form of employing.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 by the bolt connection.
With six layers of classroom building is that example illustrates its use.This building overall width 16m, total length 48m.Floor height 3.6m.Middle span 4m, end bay 6m six strides totally.Site category II class, basic fortification intensity 7 degree.Wind reference pressure 0.55kN/m
2, be positioned at the city proper.Determine deck-molding according to vertical load and span, every layer of Vierendeel girder cross section is H400 * 150 * 8 * 13; 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.Determine bearing length according to geometry, determine to support the central layer cross section according to horizontal loading, first floor, the second layer and the 3rd layer of supporting section are 100 * 21mm, and the 4th layer, layer 5 and layer 6 supporting section are 80 * 14mm.Satisfy design object by design.
Claims (1)
1. beam-column hinged flection constrained support steel skeleton construction, constitute by frame column, Vierendeel girder, buckling-restrained support, it is characterized in that frame column and Vierendeel girder connect to form frame construction, buckling-restrained support is positioned at frame construction, any of the arrangement of employing monocline bar, the arrangement of herringbone brace or the arrangement of V-type brace system, wherein:
First frame column (1-1) upper end and second frame column (1-2) lower end rigidly connect and are connected in one, and the 3rd frame column (1-3) upper end and the 4th frame column (1-4) lower end rigidly connect and be connected in one; First Vierendeel girder (2-1) end connects first frame column (1-1) upper end by articulated manner, first Vierendeel girder (2-1) other end connects the 3rd frame column (1-3) upper end by articulated manner, second Vierendeel girder (2-2) end connects second frame column (1-2) upper end by articulated manner, and second Vierendeel girder (2-2) other end connects the 4th frame column (1-4) upper end by articulated manner;
The first buckling-restrained support (3-1) end connects the pin joint of first frame column (1-1) and first Vierendeel girder (2-1), first buckling-restrained support (3-1) other end connects the 3rd frame column (1-3) lower end, the second buckling-restrained support (3-2) end connects the pin joint of second frame column (1-2) and second Vierendeel girder (2-2), second buckling-restrained support (3-2) other end connects the pin joint of the 3rd frame column (1-3) and first Vierendeel girder (2-1), arranges even buckling-restrained support is the monocline bar;
The 3rd buckling-restrained support (3-3) end connects first frame column (1-1) lower end, the 3rd buckling-restrained support (3-3) other end connects first Vierendeel girder (2-1) bottom flange mid point, the 4th buckling-restrained support (3-4) end connects the 3rd frame column (1-3) lower end, the 4th buckling-restrained support (3-4) other end connects the pin joint of the 3rd buckling-restrained support (3-3) and first Vierendeel girder (2-1), even the buckling-restrained first floor that is supported on is circular array; The 5th buckling-restrained support (3-5) end connects the pin joint of first frame column (1-1) and first Vierendeel girder (2-1), and the 5th buckling-restrained support (3-5) other end connects second Vierendeel girder (2-2) bottom flange mid point; The 6th buckling-restrained support (3-6) end connects the pin joint of the 3rd frame column (1-3) and first Vierendeel girder (2-1), the 6th buckling-restrained support (3-6) other end connects the pin joint of the 5th buckling-restrained support (3-5) and second Vierendeel girder (2-2), even the buckling-restrained second layer that is supported on is circular array;
The 7th buckling-restrained support (3-7) end connects first Vierendeel girder (2-1) top flange mid point, the 7th buckling-restrained support (3-7) other end connects the pin joint of second frame column (1-2) and second Vierendeel girder (2-2), the 8th buckling-restrained support (3-8) end connects the pin joint of the 7th buckling-restrained support (3-7) and first Vierendeel girder (2-1), the 8th buckling-restrained support (3-8) other end connects the pin joint of the 4th frame column (1-4) and second Vierendeel girder (2-2), even the buckling-restrained second layer that is supported on is the V-shape arrangement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100324912A CN101215854A (en) | 2008-01-10 | 2008-01-10 | Beam-column hinged-flection constrained support steel skeleton construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100324912A CN101215854A (en) | 2008-01-10 | 2008-01-10 | Beam-column hinged-flection constrained support steel skeleton construction |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101215854A true CN101215854A (en) | 2008-07-09 |
Family
ID=39622357
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2008100324912A Pending CN101215854A (en) | 2008-01-10 | 2008-01-10 | Beam-column hinged-flection constrained support steel skeleton construction |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101215854A (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864846A (en) * | 2010-06-18 | 2010-10-20 | 北京工业大学 | Embedded shock-absorption steel frame for seismic hardening |
| CN102535672A (en) * | 2012-02-15 | 2012-07-04 | 姚攀峰 | Novel hybrid huge anti-seismic structure and construction method thereof |
| CN102979169A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Multi-story high-rise assembled steel structure centrally-braced system |
| CN104481027A (en) * | 2014-12-11 | 2015-04-01 | 兰州理工大学 | Special center brace steel framework structure |
| CN106013428A (en) * | 2016-06-02 | 2016-10-12 | 同济大学 | Prefabricated braced steel frame column end splicing joint structure |
| CN107654010A (en) * | 2017-10-24 | 2018-02-02 | 西华大学 | A kind of round bamboo space three-hinged arch construction unit and circle bamboo space three-hinged arch structural system |
| CN109281307A (en) * | 2018-11-10 | 2019-01-29 | 重庆大学 | A kind of offshore jacket platforms anti-seismic structure new system containing buckling restrained brace |
| CN113137109A (en) * | 2021-04-14 | 2021-07-20 | 国核电力规划设计研究院有限公司 | Frame connecting rod supporting structure system |
| CN113718946A (en) * | 2021-09-03 | 2021-11-30 | 张家口天宇彩钢钢构有限公司 | Novel multi-layer beam-column hinged support steel frame structure system |
-
2008
- 2008-01-10 CN CNA2008100324912A patent/CN101215854A/en active Pending
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864846A (en) * | 2010-06-18 | 2010-10-20 | 北京工业大学 | Embedded shock-absorption steel frame for seismic hardening |
| CN102535672A (en) * | 2012-02-15 | 2012-07-04 | 姚攀峰 | Novel hybrid huge anti-seismic structure and construction method thereof |
| CN102535672B (en) * | 2012-02-15 | 2014-05-28 | 姚攀峰 | Novel hybrid huge anti-seismic structure and construction method thereof |
| CN102979169A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Multi-story high-rise assembled steel structure centrally-braced system |
| CN102979169B (en) * | 2012-11-26 | 2014-11-05 | 北京工业大学 | Multi-story high-rise assembled steel structure centrally-braced system |
| CN104481027B (en) * | 2014-12-11 | 2017-12-12 | 兰州理工大学 | Special steel braced frame structure |
| CN104481027A (en) * | 2014-12-11 | 2015-04-01 | 兰州理工大学 | Special center brace steel framework structure |
| CN106013428A (en) * | 2016-06-02 | 2016-10-12 | 同济大学 | Prefabricated braced steel frame column end splicing joint structure |
| CN106013428B (en) * | 2016-06-02 | 2018-04-13 | 同济大学 | Assembled Braced Frames styletable splices node structure |
| CN107654010A (en) * | 2017-10-24 | 2018-02-02 | 西华大学 | A kind of round bamboo space three-hinged arch construction unit and circle bamboo space three-hinged arch structural system |
| CN109281307A (en) * | 2018-11-10 | 2019-01-29 | 重庆大学 | A kind of offshore jacket platforms anti-seismic structure new system containing buckling restrained brace |
| CN113137109A (en) * | 2021-04-14 | 2021-07-20 | 国核电力规划设计研究院有限公司 | Frame connecting rod supporting structure system |
| CN113718946A (en) * | 2021-09-03 | 2021-11-30 | 张家口天宇彩钢钢构有限公司 | Novel multi-layer beam-column hinged support steel frame structure system |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN202164703U (en) | Assembly type flexing restrained support steel framework structure | |
| CN101215854A (en) | Beam-column hinged-flection constrained support steel skeleton construction | |
| CN101245611A (en) | Semi-rigid connection-flection restriction support steel skeleton construction | |
| CN202157411U (en) | Double lateral force resisting structure of fabricated buckling-restrained brace steel frame | |
| CN206220247U (en) | A kind of novel fabricated cross support post | |
| CN201850795U (en) | Hinge center support frame steel structure | |
| CN201679114U (en) | Horizontal seam dissipating energy prestress shear wall structure | |
| CN204252285U (en) | Assembling energy-dissipating type bean column node | |
| CN108756412B (en) | Assembly type concrete shock absorption frame structure system hinged in beam | |
| CN102758493A (en) | Steel plate built-in eccentric support type steel plate shear wall | |
| CN103233526A (en) | Reinforcement layer with variable damping | |
| CN106656009A (en) | Solar photovoltaic panel truss | |
| CN213572461U (en) | Energy dissipation structure of fabricated building | |
| CN204081070U (en) | A kind of large span steel frame beam cantilevered structure | |
| CN114046080A (en) | Self-resetting energy-dissipation supporting cold-formed steel shear wall | |
| CN111236287B (en) | Integral foundation bearing platform for rapid construction | |
| CN202090483U (en) | Round structure with prestressed sheet metal roof | |
| CN109653392A (en) | A kind of suspension column energy-consumption damper | |
| CN203113847U (en) | Steel structural main factory building structure of thermal power plant | |
| CN202249004U (en) | Improved steel structure plant structure | |
| CN101775914B (en) | Bearing structure of three-dimensional garage with energy-consumption truss lateral-resistance form vertical-lifting type high-rise steel structure | |
| CN209686627U (en) | A kind of suspension column energy-consumption damper | |
| CN109610640B (en) | Portal rigid frame connection structure based on composite column limb | |
| CN202809886U (en) | Buckling restrained brace type ductility truss frame structure | |
| CN104674972A (en) | Assembled-type energy dissipating steel plate shear wall |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Open date: 20080709 |