CN103953122A - Energy-dissipation steel structure beam-column joint with variable rigidity - Google Patents
Energy-dissipation steel structure beam-column joint with variable rigidity Download PDFInfo
- Publication number
- CN103953122A CN103953122A CN201410199919.8A CN201410199919A CN103953122A CN 103953122 A CN103953122 A CN 103953122A CN 201410199919 A CN201410199919 A CN 201410199919A CN 103953122 A CN103953122 A CN 103953122A
- Authority
- CN
- China
- Prior art keywords
- steel
- column
- web plate
- steel beam
- wing
- 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.)
- Granted
Links
Abstract
The invention discloses an energy-dissipation steel structure beam-column joint with variable rigidity suitable for various steel columns. a steel beam flange connecting plate and a steel beam web plate connecting plate are respectively arranged on at least one surface of a steel beam flange and a web plate at the beam-column joint; a plurality of strip-shaped bolt holes and arc-shaped bolt holes are respectively formed in the steel beam flange connecting plate and the steel beam web plate connecting plate; standard bolt holes with corresponding quantity are respectively formed in the steel beam flange and the web plate; the steel beam flange and the web plate are connected with the steel beam flange connecting plate and the steel beam web plate connecting plate through high-strength bolts; the steel beam flange connecting plate and the steel beam web plate connecting plate are in welded connection with the steel columns. According to the beam-column joint disclosed by the invention, when a rare occurrence earthquake occurs, beam ends can bidirectionally rotate within a certain angle range, a friction energy dissipation effect is generated, and the purpose of improving the structural earthquake-resistant performance is achieved. Under regular service conditions, the beam-column joint has enough bearing capacity and rigidity, so that functions in normal use are ensured. The requirement that the rigidity of the beam-column joint is variable is met by changing the amount or the performance level of connecting bolts connected with the steel beam flange.
Description
Technical field
The connected node that the present invention relates to girder steel and steel column in a kind of building structure, particularly relates to a kind of power consumption steel-structure beam-column node that is applicable to the stiffness variable of various steel column structures.
Background technology
The advantages such as steel work is due to its high-strength light having, and material is even, and construction and installation are convenient, and the construction period is short are widely used in highrise building, large span architecture and industrial construction etc., are one of the architecture structure forms very widely of application at present.In addition, development along with China's industrialized level, the quality of structural steel improves constantly, cost constantly declines, while developing rapidly along with Urbanization Construction, in addition the day of large-and-medium size cities building land is becoming tight, and high-rise and resistance of super high-rise steel structures will obtain developing more widely.
Yet China is a multiple country of earthquake, for the anti-seismic performance of building structure, to have relatively high expectations, anti-seismic problem especially high-rise and super highrise building is more outstanding.Therefore, the anti-seismic performance research of steel structure system is had to very important engineering practice meaning and economic results in society.
The seismic design principle of at present China's building structure is that " no damage in small earthquake, middle shake can be repaiied, no collapsing with strong earthquake " no damage in small earthquake refers to that under frequently occurred earthquake earthquake intensity effect, structure keeps elastic working; Middle shake can be repaiied and be referred to while being equivalent to this area fortification intensity earthquake, and the plastic strain of structure not quite and after not needing reparation or part to repair after shake can continue use; No collapsing with strong earthquake refers to that structure is unlikely when suffering the rarely occurred earthquake of estimating higher than this area seismic fortification intensity and collapses or life-threatening heavy damage occurs.
Obviously, as realized the target of " no collapsing with strong earthquake ", building structure must have certain distortion energy dissipation capacity, especially for the bean column node place of building structure, should guarantee that distortion power consumption concentrated area should occur in beam-ends rather than styletable, otherwise easily make structure become mechanism and cause structural entity to be collapsed.
The bean column node of steel work is one of key issue in structural steel design, bean column node not only will be between girder steel and steel column or two kinds of members of shaped steel combination post reliable delivery bending and shearing, and for meeting the shockproof requirements of " no collapsing with strong earthquake ", also should possess enough distortion energy dissipation capacities.In fact, the stressed complexity in bean column node place, its difficulty of design and construction is large, past steel-structure beam-column node both domestic and external is generally according to the design principles of " the weak rod member of strong node ", bean column node is made and is rigidly connected or hinged, and its connected mode is generally divided into welding node, bolt connection node and bolt weldering and mixes connected node.Conventional method of attachment and be configured in practical engineering application and be difficult to guarantee that Nodes has controlled distortion energy dissipation capacity above, cannot accurately realize the designing requirement that distortion power consumption region necessarily appears at beam-ends.In addition, because the plastic deformation ability of weld seam, high-strength bolt etc. itself is poor, very easily cause Nodes distortion not enough, make Nodes that rupture failure occur too early.Therefore research has the steel work New Types of Beam column Connections type of attachment of good anti-seismic performance, and the anti-seismic performance that improves steel work is with a wide range of applications and realistic meaning.
Summary of the invention
The present invention is directed to the technical problem of above-mentioned existence, a kind of rational in infrastructure, girder steel that cost is low and the connected node form of steel column are provided, size for adjustment node place beam-ends coupling stiffness, realize the effect of friction energy-dissipating, reach the power consumption steel-structure beam-column node of a kind of stiffness variable that improves structural seismic performance object.
The technical scheme of technical solution problem of the present invention is to achieve these goals:
A kind of power consumption steel-structure beam-column node of stiffness variable, comprise: steel column, girder steel, connection plate and high-strength bolt, the girder steel edge of a wing at its steel column and steel beam joint place and steel beam web plate at least one side are respectively equipped with girder steel edge of a wing junction plate and steel beam web plate junction plate; On described girder steel edge of a wing junction plate and steel beam web plate junction plate, be respectively equipped with several bar shaped bolts hole and arch screw bolt hole; Corresponding several standard bolt holes that is provided with respectively on the described girder steel edge of a wing and steel beam web plate; The described girder steel edge of a wing and steel beam web plate and described girder steel edge of a wing junction plate and steel beam web plate junction plate are connected by high-strength bolt, and the girder steel edge of a wing is connected by girder steel edge of a wing junction plate and the steel column being welded on steel column; Steel beam web plate is connected by steel beam web plate junction plate and the steel column being welded on steel column.
Described girder steel is i section steel beam.
Described steel column is any one form in I-shaped steel column, box steel column, box-shaped concrete filled steel tube coupled column, pipe steel column or concrete filled steel tube coupled column.
The adapting position of described steel column is provided with some steel column stiffening ribs.
Described steel column and steel beam joint are that steel column is simultaneously provided with that girder steel, steel column opposite face are respectively equipped with girder steel, steel column three faces are respectively equipped with girder steel and two opposite faces of steel column are respectively equipped with any one form in girder steel.
Described arch screw bolt hole is located on each concentrically ringed adapting position of phase concentric, and the concentrically ringed center of circle of living in, arch screw bolt hole is beam-ends center of rotation.
Described bar shaped bolt hole be arranged in parallel along girder steel span direction.
The maximum distortion calculative determination that described bar shaped bolt hole and the length in arch screw bolt hole can allow by structure.
Described girder steel edge of a wing junction plate and the size of steel beam web plate junction plate and described high-strength bolt quantity and performance rate are by design bearing capacity and stiffness requirement calculative determination.
Content of the present invention is from structure angle, the girder steel edge of a wing is connected with steel column with steel beam web plate junction plate by employing girder steel edge of a wing junction plate with steel beam web plate, girder steel edge of a wing junction plate and steel beam web plate junction plate weld with steel column respectively, girder steel edge of a wing junction plate and steel beam web plate junction plate and the girder steel edge of a wing and steel beam web plate adopt high-strength bolt friction-type connection, to meet the requirement of bearing capacity, rigidity and durability in the normal use procedure of structure.Particularly the present invention is designed to bar shaped and arch screw bolt hole by the bolt hole on the girder steel edge of a wing junction plate of the girder steel edge of a wing, bean column node place and steel beam web plate and steel beam web plate junction plate, under rarely occurred earthquake effect, can there is the Double-directional rotary of certain angle in Nodes beam-ends, in rotation process, between girder steel edge of a wing junction plate and the girder steel edge of a wing, there is frictional slip power consumption effect, friction energy-dissipating effect rotates between steel beam web plate junction plate and steel beam web plate, consume geological process energy, realize the effect of strong column and weak beam, reduced the possibility that Structures under Earthquake collapses, reach the object that improves structural seismic performance.Under without shake and little shake effect, this node connects can keep enough intensity and rigidity, guarantees the normal usage function of structure.
Meanwhile, by adjusting quantity or the performance rate of girder steel edge of a wing connecting bolt, the moment of flexure size that can manual control beam-ends can bear, thus realize the requirement of stiffness variable node.For Joint's connection fabrication of the present invention, when steel beam web plate connecting bolt turns to arch screw bolt hole extreme position or the connecting bolt slippage of the girder steel edge of a wing to bar shaped bolt hole extreme position, the stress performance of each bolt connects becoming general high-strength bolt pressure-bearing type, therefore, the ultimate bearing capacity of each high-strength bolt does not change, thereby guarantees the requirement of structure to margin of safety.In addition,, because the maximum of building structure under large shake effect allows distortion to have requirement, therefore, the length in bar shaped and arch screw bolt hole is not too large, can not cause excessive impact to the arrangement of bolt.
The present invention compared with prior art has following advantages and effect:
1. the node type of attachment of girder steel of the present invention and steel column, can realize friction of joint and rotate power consumption, the artificially size of knot modification coupling stiffness;
2. the node type of attachment of girder steel of the present invention and steel column, can need to determine its supporting capacity and rigidity by structure design, can not affect the normal usage function of structure;
3. the node type of attachment of girder steel of the present invention and steel column, does not have extra increase special connection plate and material, and its manufacture craft is simple, cheap;
4. the node type of attachment of girder steel of the present invention and steel column, can adopt different edge of a wing connecting bolt groups and web connecting bolt group's flexible combination setting, to reach different designing requirement targets, easy to use;
5. the node type of attachment of girder steel of the present invention and steel column, construction technology is simple, there is no special technical requirements.
Accompanying drawing explanation
Fig. 1 is the structural representation of a kind of I-steel beam column node type of attachment of the present invention;
Fig. 2 is the plan structure schematic diagram of Fig. 1 of the present invention;
Fig. 3 is the structural representation of a kind of i section steel beam box steel column of the present invention node type of attachment;
Fig. 4 is the plan structure schematic diagram of Fig. 3 of the present invention;
Fig. 5 is the structural representation of a kind of i section steel beam pipe of the present invention steel column node type of attachment;
Fig. 6 is the plan structure schematic diagram of Fig. 5 of the present invention.
Part in figure: steel column 1, steel column stiffening rib 2, steel beam web plate junction plate 3, pad 4, high-strength bolt 5, girder steel edge of a wing junction plate 6, girder steel 7, arch screw bolt hole 8, bar shaped bolt hole 9.
The specific embodiment
Below in conjunction with specific embodiment, the present invention is further elaborated, but protection scope of the present invention is not limited by specific embodiment, with claims, is as the criterion.In addition, under the prerequisite without prejudice to technical solution of the present invention, within any change that those of ordinary skills made for the present invention easily realize or change all will fall into claim scope of the present invention.
Embodiment 1:
Of the present invention a kind of I-steel beam column node type of attachment as shown in Figure 1, 2, comprises I-shaped steel column 1, steel column stiffening rib 2, steel beam web plate junction plate 3, pad 4, high-strength bolt 5, girder steel edge of a wing junction plate 6, i section steel beam 7, arch screw bolt hole 8, bar shaped bolt hole 9.Its I-shaped steel column 1 and girder steel 7 nodes are the form that 1 two planes of symmetry of steel column are respectively equipped with girder steel 7, and the girder steel edge of a wing at bean column node place and the one side of steel beam web plate are respectively equipped with the girder steel edge of a wing and win 6 and steel beam web plate junction plate 3 in succession; On girder steel edge of a wing junction plate 6 and steel beam web plate junction plate 3, be respectively equipped with several bar shaped bolts hole 9 and arch screw bolt hole 8; Described bar shaped bolt hole 9 be arranged in parallel along girder steel 7 span directions, and described arch screw bolt hole 8 is located on each concentrically ringed adapting position of phase concentric, and the concentrically ringed center of circle of living in, arch screw bolt hole 8 is beam-ends center of rotation.Corresponding several standard bolt holes that is provided with respectively on the girder steel edge of a wing and steel beam web plate; The described girder steel edge of a wing and steel beam web plate and described girder steel edge of a wing junction plate 6 and steel beam web plate junction plate 3 are by high-strength bolt 5 and pad 4, and be connected mutually with standard bolt hole through corresponding bar shaped bolt hole 9, arch screw bolt hole 8, the girder steel edge of a wing of bean column node is connected with steel column 1 by the girder steel edge of a wing junction plate 6 being welded on steel column, and steel beam web plate is connected with steel column 1 by the steel beam web plate junction plate 3 being welded on steel column.Described I-shaped steel column 1 is equipped with steel column stiffening rib 2 with the place of being welded to connect of the girder steel edge of a wing junction plate 6 of i section steel beam 7.The maximum distortion calculative determination that described bar shaped bolt hole 9 and the length in arch screw bolt hole 8 can allow by structure.Described girder steel edge of a wing junction plate 6 and the size of steel beam web plate junction plate 3 and described high-strength bolt 5 quantity and performance rate are by design bearing capacity and stiffness requirement calculative determination.
Embodiment 2:
Of the present invention a kind of i section steel beam box steel column node type of attachment as shown in Figure 3,4, comprise box steel column 1, i section steel beam 7 and high-strength bolt 5, box steel column 1 inside is being equipped with steel column vertical and horizontal stiffening rib 2 with steel beam web plate junction plate 3 with the welding position of girder steel edge of a wing junction plate 6.The other the same as in Example 1, repeats no more.
Embodiment 3:
Of the present invention a kind of i section steel beam pipe steel column node type of attachment as shown in Figure 3,4, comprise pipe steel column 1, i section steel beam 7 and high-strength bolt 5, pipe steel column 1 inside is being equipped with steel column vertical and horizontal stiffening rib 2 with steel beam web plate junction plate 3 with the welding position of girder steel edge of a wing junction plate 6.The other the same as in Example 1, repeats no more.
Embodiment 4:
A kind of I-steel beam column node type of attachment of the present invention, comprise I-shaped steel column 1, i section steel beam 7 and high-strength bolt 5, its steel column 1 and girder steel 7 nodes are the form that 1 liang of adjacent surface of steel column is respectively equipped with girder steel 7, and the girder steel edge of a wing at bean column node place and the two sides of steel beam web plate are respectively equipped with the girder steel edge of a wing and win 6 and steel beam web plate junction plate 3 in succession.The other the same as in Example 1, repeats no more.
Embodiment 5:
A kind of i section steel beam box-shaped concrete filled steel tube coupled column node type of attachment of the present invention, comprise box-shaped concrete filled steel tube coupled column 1, i section steel beam 7 and high-strength bolt 5, box-shaped concrete filled steel tube coupled column 1 inside is being equipped with steel column vertical and horizontal stiffening rib 2 with steel beam web plate junction plate 3 with the welding position of girder steel edge of a wing junction plate 6, and the one side of bean column node place box-shaped concrete filled steel tube coupled column is provided with the form of girder steel 7.The other the same as in Example 1, repeats no more.
Embodiment 6:
A kind of i section steel beam concrete filled steel tube coupled column node type of attachment of the present invention, comprise concrete filled steel tube coupled column 1, i section steel beam 7 and high-strength bolt 5, concrete filled steel tube coupled column 1, inside is being equipped with steel column vertical and horizontal stiffening rib 2 with steel beam web plate junction plate 3 with the welding position of girder steel edge of a wing junction plate 6, and three faces of bean column node place concrete filled steel tube coupled column 1 are provided with the form of girder steel 7.The other the same as in Example 1, repeats no more.
When the present invention specifically makes, first determine the material that connects plate, the material of girder steel edge of a wing junction plate 6 and steel beam web plate junction plate 3 should be identical with the material of girder steel.By required node bending resistance and the shear-carrying capacity of structure design, and the required coupling stiffness calculative determination of design of node connects the girder steel edge of a wing and steel beam web plate is distinguished quantity and the performance rate of high-strength bolt 5 for required connection.Pressing node allows the maximum angle rotating to determine the length that connects plate bar shaped bolt hole 9 and arch screw bolt hole 8.By bolt quantity, bolt hole length, determine the planar dimension of girder steel edge of a wing junction plate 6 and steel beam web plate junction plate 3.The thickness of girder steel edge of a wing junction plate 6 and steel beam web plate junction plate 3 should according to its connecting bolt group's strength bearing capacity or be connected the bearing capacity of the edge of a wing and web, the strong principle such as press and determine.The edge of a wing of girder steel or web arrange standard bolt hole, and packing ring or backing plate are set under nut.Employing high-strength bolt connects, and connects plate and the girder steel edge of a wing or steel beam web plate contact surface and carries out the surfacing measure of design, to increase the anti-slip coefficient of the girder steel edge of a wing or steel beam web plate and girder steel edge of a wing junction plate 6 and steel beam web plate junction plate 3 contact surfaces.
Claims (9)
1. the power consumption steel-structure beam-column node of a stiffness variable, comprise: steel column (1), girder steel (7) and high-strength bolt (5), is characterized in that: the girder steel edge of a wing of steel column (1) and girder steel (7) Nodes and steel beam web plate at least one side are respectively equipped with girder steel edge of a wing junction plate (6) and steel beam web plate junction plate (3); On described girder steel edge of a wing junction plate (6) and steel beam web plate junction plate (3), be respectively equipped with several bar shaped bolts hole (9) and arch screw bolt hole (8); Corresponding several standard bolt holes that is provided with respectively on the described girder steel edge of a wing and steel beam web plate; The described girder steel edge of a wing and steel beam web plate and described girder steel edge of a wing junction plate (6) and steel beam web plate junction plate (3) are connected by high-strength bolt (5), the girder steel edge of a wing of bean column node is connected with steel column (1) by the girder steel edge of a wing junction plate (6) being welded on steel column, and the steel beam web plate of bean column node is connected with steel column (1) by the steel beam web plate junction plate (3) being welded on steel column.
2. the power consumption steel-structure beam-column node of a kind of stiffness variable according to claim 1, is characterized in that: described girder steel (7) is i section steel beam.
3. the power consumption steel-structure beam-column node of a kind of stiffness variable according to claim 1, is characterized in that: described steel column (1) is any one form in I-shaped steel column, box steel column, box-shaped concrete filled steel tube coupled column, pipe steel column or concrete filled steel tube coupled column.
4. according to the power consumption steel-structure beam-column node of a kind of stiffness variable described in claim 1 or 3, it is characterized in that: the adapting position of described steel column (1) is provided with some steel column stiffening ribs (2).
5. the power consumption steel-structure beam-column node of a kind of stiffness variable according to claim 1, is characterized in that: described steel column (1) and girder steel (7) node are that steel column (1) one side is provided with that girder steel (7), steel column (1) plane of symmetry are respectively equipped with girder steel (7), steel column (1) three face is respectively equipped with girder steel (7) or (1) two plane of symmetry of steel column is respectively equipped with any one form in girder steel (7).
6. the power consumption steel-structure beam-column node of a kind of stiffness variable according to claim 1, it is characterized in that: described arch screw bolt hole (8) is located on each concentrically ringed adapting position of phase concentric, and arch screw bolt hole (8) concentrically ringed center of circle of living in is beam-ends center of rotation.
7. the power consumption steel-structure beam-column node of a kind of stiffness variable according to claim 1, is characterized in that: described bar shaped bolt hole (9) be arranged in parallel along girder steel (7) span direction.
8. the power consumption steel-structure beam-column node of a kind of stiffness variable according to claim 1, is characterized in that: the maximum distortion calculative determination that described bar shaped bolt hole (9) and the length of arch screw bolt hole (8) can allow by structure.
9. the power consumption steel-structure beam-column node of a kind of stiffness variable according to claim 1, is characterized in that: described girder steel edge of a wing junction plate (6) and the size of steel beam web plate junction plate (3) and described high-strength bolt (5) quantity and performance rate are by design bearing capacity and stiffness requirement calculative determination.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410199919.8A CN103953122B (en) | 2014-05-13 | 2014-05-13 | A kind of power consumption steel-structure beam-column node of stiffness variable |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410199919.8A CN103953122B (en) | 2014-05-13 | 2014-05-13 | A kind of power consumption steel-structure beam-column node of stiffness variable |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103953122A true CN103953122A (en) | 2014-07-30 |
| CN103953122B CN103953122B (en) | 2016-04-20 |
Family
ID=51330458
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410199919.8A Active CN103953122B (en) | 2014-05-13 | 2014-05-13 | A kind of power consumption steel-structure beam-column node of stiffness variable |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103953122B (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104499577A (en) * | 2014-12-24 | 2015-04-08 | 南京工业大学 | Angle-variable assembled joint for space free-form surface wooden reticulated shell |
| CN105672476A (en) * | 2016-03-10 | 2016-06-15 | 苏州科技学院 | Shape memory alloy composite flange friction steel structure beam column splicing joint |
| CN108867865A (en) * | 2018-07-02 | 2018-11-23 | 兰州理工大学 | It is a kind of to repair plastic hinge from loss energy |
| CN110778022A (en) * | 2019-11-11 | 2020-02-11 | 沈阳建筑大学 | Novel antidetonation node of timber beams |
| CN110820929A (en) * | 2019-11-20 | 2020-02-21 | 北京工业大学 | Large-span repairable functional fast assembly semicircular wing plate-pin shaft connecting node |
| CN113530333A (en) * | 2021-07-20 | 2021-10-22 | 福建工程学院 | Assembled friction type energy-consumption connecting beam column node |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3938297A (en) * | 1975-02-21 | 1976-02-17 | Kajima Corporation | Fittings for connecting columns and beams of steel frame construction |
| JP2001262698A (en) * | 2000-03-21 | 2001-09-26 | Arai Gumi Ltd | Connecting structure of square steel pipe column and steel beam |
| JP2008069552A (en) * | 2006-09-14 | 2008-03-27 | Institute Of National Colleges Of Technology Japan | Earthquake resisting structure for wooden building |
| WO2008147643A1 (en) * | 2007-05-22 | 2008-12-04 | Skidmore Owings Merrill Llp | Seismic structural device |
| CN101845854A (en) * | 2010-05-14 | 2010-09-29 | 北京工业大学 | Frame beam column fire-resistant node with catenary effect and construction method thereof |
| CN201753480U (en) * | 2010-08-11 | 2011-03-02 | 东南大学 | Apparatus for connecting node in pillar construction capable of consuming energy and self-centering by friction |
| CN102444211A (en) * | 2011-11-15 | 2012-05-09 | 福州大学 | Reamed steel structure beam-column joint connected via end plate and construction method for same |
| CN203008137U (en) * | 2012-12-25 | 2013-06-19 | 中铁第四勘察设计院集团有限公司 | Concrete-filled steel tubular column and reinforced concrete beam top joint connection structure |
| CN103243819A (en) * | 2013-05-27 | 2013-08-14 | 江苏科技大学 | Fabricated concrete column-steel beam energy dissipation type panel point connecting device |
| CN103603441A (en) * | 2013-11-25 | 2014-02-26 | 辽宁工业大学 | Semicircular back-to-back bending moment damper |
| CN203462606U (en) * | 2013-08-06 | 2014-03-05 | 同济大学 | Combined energy-dissipation coupling beam |
| CN203878773U (en) * | 2014-05-13 | 2014-10-15 | 沈阳建筑大学 | Energy-consuming steel structure beam column joint with changeable rigidity |
-
2014
- 2014-05-13 CN CN201410199919.8A patent/CN103953122B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3938297A (en) * | 1975-02-21 | 1976-02-17 | Kajima Corporation | Fittings for connecting columns and beams of steel frame construction |
| JP2001262698A (en) * | 2000-03-21 | 2001-09-26 | Arai Gumi Ltd | Connecting structure of square steel pipe column and steel beam |
| JP2008069552A (en) * | 2006-09-14 | 2008-03-27 | Institute Of National Colleges Of Technology Japan | Earthquake resisting structure for wooden building |
| WO2008147643A1 (en) * | 2007-05-22 | 2008-12-04 | Skidmore Owings Merrill Llp | Seismic structural device |
| CN101845854A (en) * | 2010-05-14 | 2010-09-29 | 北京工业大学 | Frame beam column fire-resistant node with catenary effect and construction method thereof |
| CN201753480U (en) * | 2010-08-11 | 2011-03-02 | 东南大学 | Apparatus for connecting node in pillar construction capable of consuming energy and self-centering by friction |
| CN102444211A (en) * | 2011-11-15 | 2012-05-09 | 福州大学 | Reamed steel structure beam-column joint connected via end plate and construction method for same |
| CN203008137U (en) * | 2012-12-25 | 2013-06-19 | 中铁第四勘察设计院集团有限公司 | Concrete-filled steel tubular column and reinforced concrete beam top joint connection structure |
| CN103243819A (en) * | 2013-05-27 | 2013-08-14 | 江苏科技大学 | Fabricated concrete column-steel beam energy dissipation type panel point connecting device |
| CN203462606U (en) * | 2013-08-06 | 2014-03-05 | 同济大学 | Combined energy-dissipation coupling beam |
| CN103603441A (en) * | 2013-11-25 | 2014-02-26 | 辽宁工业大学 | Semicircular back-to-back bending moment damper |
| CN203878773U (en) * | 2014-05-13 | 2014-10-15 | 沈阳建筑大学 | Energy-consuming steel structure beam column joint with changeable rigidity |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104499577A (en) * | 2014-12-24 | 2015-04-08 | 南京工业大学 | Angle-variable assembled joint for space free-form surface wooden reticulated shell |
| CN105672476A (en) * | 2016-03-10 | 2016-06-15 | 苏州科技学院 | Shape memory alloy composite flange friction steel structure beam column splicing joint |
| CN108867865A (en) * | 2018-07-02 | 2018-11-23 | 兰州理工大学 | It is a kind of to repair plastic hinge from loss energy |
| CN110778022A (en) * | 2019-11-11 | 2020-02-11 | 沈阳建筑大学 | Novel antidetonation node of timber beams |
| CN110778022B (en) * | 2019-11-11 | 2023-12-15 | 沈阳建筑大学 | Anti-seismic node of wood beam |
| CN110820929A (en) * | 2019-11-20 | 2020-02-21 | 北京工业大学 | Large-span repairable functional fast assembly semicircular wing plate-pin shaft connecting node |
| CN113530333A (en) * | 2021-07-20 | 2021-10-22 | 福建工程学院 | Assembled friction type energy-consumption connecting beam column node |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103953122B (en) | 2016-04-20 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN203878773U (en) | Energy-consuming steel structure beam column joint with changeable rigidity | |
| CN103953122A (en) | Energy-dissipation steel structure beam-column joint with variable rigidity | |
| WO2019119686A1 (en) | Assembled self-restoring circular composite concrete-filled steel tube joint | |
| CN203878780U (en) | Connecting joint of cylindrical rib penetrating type steel pipe concrete column and steel beam | |
| CN102733489B (en) | H-shaped steel beam and H-shaped steel column strong-axis variable-beam height fabricated node and construction method thereof | |
| CN111021537B (en) | Energy-consumption self-resetting steel structure beam column joint connecting device | |
| WO2015043313A1 (en) | Steel structural composite column system and connection method therefor. | |
| CN103711228B (en) | Assembling energy-dissipation structure system cut by a kind of combination slot line frame | |
| CN108179824B (en) | Damper for house beam column node | |
| CN204040209U (en) | A kind of syndeton of replaceable steel coupling beam | |
| CN111101598B (en) | Assembled friction metal double-energy-consumption shock-absorption steel frame beam column joint | |
| US20130200227A9 (en) | Spaced t primary member-to-primary member connection | |
| CN111101597A (en) | Assembled replaceable energy-consuming damping steel frame beam-column joint | |
| CN201915509U (en) | T-shaped connecting node for H-shaped steel beams | |
| KR101439744B1 (en) | Coupling structure for beam to column connection | |
| CN202787553U (en) | Pure H-shaped steel tension-compensation buckling restrained brace with energy-dissipation core | |
| CN204326292U (en) | A kind of building structure energy damping system | |
| CN203684436U (en) | Combined corrugation frame-shear assembly energy dissipation structural system | |
| CN203856069U (en) | High-rise building steel structure | |
| CN106760853B (en) | Beam column node dry connection fan-shaped viscoelastic damper | |
| WO2012003410A2 (en) | Spaced t primary member-to-primary member connection | |
| CN113700145B (en) | Modular assembly type steel structure house system | |
| JP2015224480A (en) | Vibration control element | |
| CN110629898B (en) | Column bottom damper and corrugated web semi-wrapped column based on same | |
| CN113293860A (en) | High fault-tolerance self-resetting anti-seismic steel structure node connecting device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230814 Address after: Room 202, No.1 Yijing North Road, Yongning Street, Zengcheng District, Guangzhou City, Guangdong Province, 511356 Patentee after: Guangdong best on Construction Engineering Co.,Ltd. Address before: 110168 Liaoning province Shenyang Hunnan Hunnan Road No. 9 Patentee before: SHENYANG JIANZHU University |