CN108532787A - Accentric support dissipative links, eccentrically braces structure - Google Patents
Accentric support dissipative links, eccentrically braces structure Download PDFInfo
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- CN108532787A CN108532787A CN201810174220.4A CN201810174220A CN108532787A CN 108532787 A CN108532787 A CN 108532787A CN 201810174220 A CN201810174220 A CN 201810174220A CN 108532787 A CN108532787 A CN 108532787A
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- China
- Prior art keywords
- dissipative links
- stiffener
- web
- dissipative
- longitudinal
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/024—Structures with steel columns and beams
Abstract
The invention discloses a kind of accentric support dissipative links, eccentrically braces structures, belong to steel frame supporting structure technical field.The dissipative links include：Top flange, lower flange, web, transverse stiffener, and, at least one longitudinal stiffener；Top flange, lower flange and longitudinal stiffener are arranged in parallel；Transverse stiffener is vertically fixed on web, and web connect the top surface of the bottom surface and lower flange of top flange with transverse stiffener simultaneously；At least one longitudinal stiffener is fixed on the web.By the way that at least one longitudinal stiffener is arranged, expand the range of choice of web thickness, the web thinner than in the related technology may be used, therefore reduce area of section of the web perpendicular to dissipative links length direction, thereby reduce the steel using amount of whole eccentrically braces structure.And then solves the defect for being difficult to decrease project cost in the related technology.
Description
Technical field
The present invention relates to steel frame support technology field, more particularly to a kind of accentric support dissipative links, eccentrically braces structure.
Background technology
In high intensity Zone, eccentrically braces structure can be set in steel building, with the anti-seismic performance of enhancing building.
In earthquake, eccentrically braces structure may occur in which that localized plastic deformations, dissipation seismic energy avoid building collapse.Common bias
Support construction includes：Dissipative links, non-dissipative links, supporting beam and frame column.Wherein, non-dissipative links are arranged in parallel with dissipative links,
The two end is connected；Supporting beam connects the bottom surface of dissipative links；Frame column connects the end that non-dissipative links are not connected with dissipative links.It meets with
When earthquake, non-dissipative links, supporting beam and frame column are in elastic stage, and dissipative links are in mecystasis by seismic force effects
And plastic deformation is generated, dissipation seismic energy.It is not difficult to find out, accentric support dissipative links are the important compositions in eccentrically braces structure
Part.
A kind of accentric support dissipative links are provided in the related technology.As shown in Figure 1, and referring to Fig. 2, which includes：
Top flange 11, lower flange 12, web 13, transverse stiffener 141.Wherein, top flange 11 and lower flange 12 are arranged in parallel.Web 13
And transverse stiffener 141 connects the bottom surface of top flange 11 and the top surface of lower flange 12 simultaneously.And web 13 is complete square
Shape plate, length direction are parallel to the length direction of top flange 11, and transverse stiffener 141 is with perpendicular to 13 length direction of web
Mode is fixed on web 13.
In the implementation of the present invention, inventor has found that the relevant technologies have at least the following problems：
Under the premise of ensureing building safety, the minimum-weight steel of eccentrically braces structure in the related technology, especially frame
The minimum-weight steel of trestle is difficult to decrease, therefore there is the defect for being not easy to reduce project cost.Specifically, due to existing regulation
The ratio of height to thickness and minimum thickness of the web 13 of accentric support dissipative links are defined in specification, therefore are provided in the relevant technologies
Dissipative links in, the minimum area that web 13 can have perpendicular to the section of its length direction is limited.And related skill
In art, perpendicular to the steel using amount positive correlation of the area of section and whole eccentrically braces structure of the length direction of energy consumption beam web 13,
And then the minimum-weight steel of the eccentrically braces structure is limited, it is difficult to further decrease, so cause to be not easy to reduce engineering and make
Valence.
Invention content
An embodiment of the present invention provides a kind of accentric support dissipative links, eccentrically braces structures, to solve the above-mentioned problems, skill
Art scheme is specific as follows：
In a first aspect, a kind of accentric support dissipative links are provided, including：Top flange, lower flange, web, transverse stiffener,
And at least one longitudinal stiffener；
The top flange, the lower flange and the longitudinal stiffener are arranged in parallel；
The transverse stiffener is vertically fixed on the web, and the web is connect simultaneously with the transverse stiffener
The top surface of the bottom surface of the top flange and the lower flange；
At least one longitudinal stiffener is fixed on the web.
Optionally, the height of web described at least one longitudinal stiffener decile.
Optionally, the longitudinal stiffener is arranged in pairs, and is symmetrically fixed on the both sides of the web.
Optionally, in the width direction of the dissipative links, the outer edge of the longitudinal stiffener and the top flange with
And the outer edge of the lower flange is concordant.
Optionally, the thickness of the longitudinal stiffener is identical as the thickness of the top flange and the lower flange.
Optionally, the dissipative links further include：It is arranged and is used to connect the oblique of the end of non-dissipative links in the dissipative links
Ribbed stiffener.
Optionally, the inclined stiffener connects the top flange and the longitudinal stiffener simultaneously；
Alternatively, the inclined stiffener connects the lower flange and the longitudinal stiffener simultaneously；
Or the inclined stiffener connects neighbouring two longitudinal stiffeners simultaneously.
Optionally, the dissipative links include multiple inclined stiffeners, and the inclined stiffener is with the longitudinal direction
Ribbed stiffener is arranged for axial symmetry.
Second aspect provides a kind of eccentrically braces structure, including：Dissipative links, non-dissipative links, supporting beam and frame
Column；
The non-dissipative links are arranged in parallel with the dissipative links, and end is connected；
The supporting beam is connect with the bottom surface of the dissipative links；
The frame column is connect with the end that the non-dissipative links are not connected with the dissipative links；
Wherein, the dissipative links that the dissipative links are provided by first aspect.
Optionally, the longitudinal stiffener of the dissipative links extends to the end of the non-dissipative links far from the dissipative links
Portion.
The advantageous effect that technical solution provided in an embodiment of the present invention is brought is：
By the way that at least one longitudinal stiffener is arranged, the range of choice of web thickness is expanded, may be used than related skill
Thinner web in art, therefore the design internal force of frame column, supporting beam and non-dissipative links is reduced, thereby reduce frame column
Steel using amount.And since steel using amount accounting is maximum in whole eccentrically braces structure for frame column, so even increasing on dissipative links
Longitudinal stiffener is added, the accentric support dissipative links provided through the embodiment of the present invention still can reduce whole accentric support knot
The steel using amount of structure, and then solve the defect for being difficult to decrease project cost in the related technology.
Description of the drawings
To describe the technical solutions in the embodiments of the present invention more clearly, make required in being described below to embodiment
Attached drawing is briefly described, it should be apparent that, drawings in the following description are only some embodiments of the invention, for
For those of ordinary skill in the art, without creative efforts, other are can also be obtained according to these attached drawings
Attached drawing.
Fig. 1 is the schematic diagram of the eccentrically braces structure provided in the relevant technologies；
Fig. 2 is sectional view of the accentric support dissipative links provided in the relevant technologies along short transverse；
Fig. 3 is the schematic diagram of eccentrically braces structure provided in an embodiment of the present invention；
Fig. 4 is sectional view of the accentric support dissipative links provided in an embodiment of the present invention along short transverse；
Fig. 5 be in eccentrically braces structure provided in an embodiment of the present invention non-dissipative links along the sectional view of short transverse.
Each label is respectively in attached drawing：
1, dissipative links；
11, top flange；
12, lower flange；
13, web；
141, transverse stiffener；
142, longitudinal stiffener；
143, inclined stiffener；
2, non-dissipative links；
3, supporting beam.
Specific implementation mode
To make the object, technical solutions and advantages of the present invention clearer, below in conjunction with attached drawing to embodiment party of the present invention
Formula is described in further detail.
In a first aspect, an embodiment of the present invention provides a kind of accentric support dissipative links, including：Top flange 11, lower flange 12,
Web 13, transverse stiffener 141 and at least one longitudinal stiffener 142.Wherein, top flange 11, lower flange 12 and longitudinal direction
Ribbed stiffener 142 is arranged in parallel；Transverse stiffener 141 is vertically fixed on web 13, and web 13 and transverse stiffener 141 are simultaneously
Connect the top surface of the bottom surface and lower flange 12 of top flange 11；At least one longitudinal stiffener 142 is fixed on web 13.
In embodiments of the present invention, by the way that at least one longitudinal stiffener 142 is arranged, the plastic deformation of web 13 can be enhanced
Ability extends the time from mecystasis to brittle fracture, increase the ductility of web 13, and then pass through 13 energy of web
Enough disappear the energy of big energy-consuming.At this point, the ratio of height to thickness for meeting the web 13 of safety requirements is calculated by the following formula：
β=h 'w/tw (1)
In formula, β is the ratio of height to thickness of web 13；
twIt is the thickness of web 13
h’wBe at least one longitudinal stiffener 142, top flange 11 and lower flange 12 it is adjacent between the two it is maximum away from
From.
Obviously, h 'wLess than the height of web 13.Therefore, identical high thick realizing compared with web 13 in the related technology
Than under the premise of, the dissipative links that the embodiment of the present invention is provided can select thickness (tw) smaller web 13.In other words, pass through
Longitudinal stiffener 142 under the requirement in meeting Regulations to 13 ratio of height to thickness of web, can reduce web 13 perpendicular to dissipative links
The area of section of length direction.
Then, in conjunction with the overall plastic property shear bearing capacity calculation formula of dissipative links as shown below, it is known that：
Vs=0.6fytwhw (2)
In formula, fy- web steel yield strength；tw- web thickness；hw- web height.
It is not difficult to find out according to formula (2), when the height of web 13 is constant, passes through the thickness for reducing web 13, reduce web 13
Perpendicular to the area of section (t of dissipative links length directionwhw), and then reduce the overall plastic property shear bearing capacity of dissipative links entirety
(Vs)。
Further, in eccentrically braces structure, non-dissipative links or the design internal force of supporting beam or frame column satisfaction are following
Condition：
F=Ω (Vs/V)F1 (3)
In formula, the design internal force of the non-dissipative links of F-or supporting beam or frame column；
F1Load effect internal force when-non-dissipative links or supporting beam or frame column frequently occurred earthquake combine；
VsThe overall plastic property shear resistance capacity of-dissipative links；
Load effect shearing when V-dissipative links frequently occurred earthquake combination；
Ω-constant amplification factor.
According to formula (3), the overall plastic property of the design internal force F and dissipative links of non-dissipative links or supporting beam or frame column, which are cut, holds
Carry power positive correlation.Wherein, load effect internal force (F when non-dissipative links or supporting beam or frame column frequently occurred earthquake combine1), and
Load effect shearing (V) when dissipative links frequently occurred earthquake combines, is simulated by software and calculates acquisition, not malleable.
Meanwhile non-dissipative links or the design internal force of supporting beam or frame column and respective steel using amount positive correlation.With steel using amount
For contributing maximum frame column to whole eccentrically braces structure steel using amount, when frame post design internal force increases, frame need to be increased
Trestle sectional dimension so will increase frame column steel using amount；When frame post design internal force reduces, cross-section of frame column ruler can be reduced
It is very little, so reduce frame column steel using amount.
Based on above-mentioned analysis it is found that the steel using amount of the overall plastic property shear resistance capacity of dissipative links and whole eccentrically braces structure just
It is related.Therefore, in embodiments of the present invention, the range of choice of 13 thickness of web, energy are expanded by the way that longitudinal stiffener 142 is arranged
Enough use the lower web of thickness 13.Therefore the overall plastic property shear resistance capacity for reducing dissipative links, thereby reduces accentric support
The steel using amount of structure reduces project cost.
To sum up, it is thick to expand web 13 by the way that longitudinal stiffener 142 is arranged for the dissipative links that the embodiment of the present invention is provided
The range of choice of degree can use thinner web 13 under the premise of meeting web ratio of height to thickness, reduce whole accentric support knot
The steel using amount with girder steel, especially frame column of structure.Herein, it should be noted that although being provided with longitudinal add on dissipative links
Strength rib 142, but since accounting is most in integrally-built steel using amount for the steel using amount of frame column, also by the dissipative links
It is that can effectively reduce the steel using amount of eccentrically braces structure, and then overcome the defect for being difficult to decrease project cost in the related technology.
Simultaneously as the steel using amount of eccentrically braces structure reduces, especially the steel using amount of frame column reduces, it is also possible to enough subtract
The minimum cross-sectional area of little framework column.Reduce the minimum cross-sectional area of frame column, on the one hand, be conducive to frame column installation, shorten
Installation period；On the other hand, but also the clear distance between adjacent frame trestle can further increase, increase interior construction spacing, profit
In the arrangement of building interior process pipe.
In embodiments of the present invention, the height of web 13 described in 142 decile of longitudinal stiffener.Add with the longitudinal direction of identical quantity
Strength rib 142 not 13 height of decile web the case where compare, h ' when longitudinal stiffener 142 is uniformly distributedwReach minimum.Therefore it can be into
One step reduces by 13 optional minimum thickness of web, expands the candidate range of choice of web 13.
Further, in embodiments of the present invention, include multipair longitudinal stiffener 142, and longitudinal stiffener 142 is pairs of
Setting, and the symmetrical both sides for being fixed on web 13, to further enhance the ductility of web 13.Specifically, longitudinal herein to put more energy into
Rib 142 is arranged in pairs in dissipative links width direction.Also, in the width direction of dissipative links, the outside of longitudinal stiffener 142
Edge is concordant with the outer edge of top flange 11 and lower flange 12.And the thickness of the longitudinal stiffener 142 and top flange 11, and under
The thickness on the edge of a wing 12 is identical.It can so ensure the enhancing effect to web 13, improve the ductility of web 13.
Further, the dissipative links that the embodiment of the present invention is provided further include：Setting is in dissipative links for connecting non-energy consumption
The inclined stiffener 143 of the end of beam.Due to easily there is stress concentration at dissipative links and the connecting node of non-dissipative links, therefore
Setting inclined stiffener 143 avoids stress concentration from local damage occur here, ensures that the dissipative links can effectively dissipate earthquake
Energy.
Wherein, the set-up mode about inclined stiffener 143, specifically, inclined stiffener 143 connect top flange 11 simultaneously
And longitudinal stiffener 142；Alternatively, inclined stiffener 143 connects lower flange 12 and longitudinal stiffener 142 simultaneously；Or tiltedly
Neighbouring two longitudinal stiffeners 142 are connected to ribbed stiffener 143 simultaneously.
Also, in embodiments of the present invention, dissipative links include multiple inclined stiffeners 143, and inclined stiffener 143 is with vertical
It is arranged to ribbed stiffener 142 for axial symmetry, to promote the performance uniformity of whole energy consumption girder construction.
Dissipative links provided in an embodiment of the present invention expand the selection of 13 thickness of web by increasing longitudinal stiffener 142
Thinner web 13 may be used in range, and then reduces the overall plastic property shearing stand under load power of dissipative links, in this way, reducing entirety
The steel using amount of eccentrically braces structure reduces project cost.
Second aspect, an embodiment of the present invention provides a kind of shearing property eccentrically braces structures, as shown in Fig. 2, the bias is propped up
Support structure, including：Dissipative links 1, non-dissipative links 2, supporting beam 3 and frame column；Non- dissipative links 2 are arranged in parallel with dissipative links 1,
And end is connected；Supporting beam 3 is connect with the bottom surface of dissipative links 1；The end that frame column is not connected with dissipative links 1 with non-dissipative links 2 connects
It connects.Wherein, the dissipative links that dissipative links 1 are provided by first aspect；And the longitudinal stiffener 142 of dissipative links 1 extends to non-energy consumption
End of the beam 2 far from dissipative links 1.In general, in the actual production process, dissipative links and non-dissipative links are integrated formed structures.Cause
The longitudinal stiffener 142 of dissipative links 1 is extended to the end of non-dissipative links 2 by this in embodiments of the present invention, to avoid because vertical
To 142 all standing of ribbed stiffener stress concentration caused by the middle part of non-dissipative links 2, non-dissipative links 2 go out when so causing to meet with earthquake
Existing unnecessary destruction.
It will be further understood that the dissipative links that the eccentrically braces structure is provided because using first aspect, have
The advantages of steel using amount is few, work operations amount is low, short construction period, refers to the analysis of first aspect, details are not described herein again.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all the present invention spirit and
Within principle, any modification, equivalent replacement, improvement and so on should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of accentric support dissipative links, which is characterized in that including：Top flange (11), lower flange (12), web (13), laterally
Ribbed stiffener (141) and at least one longitudinal stiffener (142)；
The top flange (11), the lower flange (12) and the longitudinal stiffener (142) are arranged in parallel；
The transverse stiffener (141) is vertically fixed on the web (13), and the web (13) and the lateral stiffening
Rib (141) at the same connect the top flange (11) bottom surface and the lower flange (12) top surface；
At least one longitudinal stiffener (142) is fixed on the web (13).
2. dissipative links according to claim 1, which is characterized in that at least one longitudinal stiffener (142) decile institute
State the height of web (13).
3. dissipative links according to claim 1, which is characterized in that the longitudinal stiffener (142) is arranged in pairs, and symmetrical
It is fixed on the both sides of the web (13).
4. dissipative links according to claim 3, which is characterized in that in the width direction of the dissipative links, the longitudinal direction
The outer edge of ribbed stiffener (142) is concordant with the outer edge of the top flange (11) and the lower flange (12).
5. dissipative links according to claim 1, which is characterized in that the thickness of the longitudinal stiffener (142) with it is described on
The thickness of the edge of a wing (11) and the lower flange (12) is identical.
6. dissipative links according to claim 1, which is characterized in that the dissipative links further include：It is arranged in the dissipative links
The inclined stiffener (143) of end for connecting non-dissipative links.
7. dissipative links according to claim 6, which is characterized in that the inclined stiffener (143) while connecting on described
The edge of a wing (11) and the longitudinal stiffener (142)；
Alternatively, the inclined stiffener (143) while connecting the lower flange (12) and the longitudinal stiffener (142)；
Or the inclined stiffener (143) while connecting neighbouring two longitudinal stiffeners (142).
8. dissipative links according to claim 7, which is characterized in that the dissipative links include the multipair inclined stiffener
(143), and each pair of inclined stiffener (143) is arranged with the longitudinal stiffener (142) for axial symmetry.
9. a kind of eccentrically braces structure, including：Dissipative links (1), non-dissipative links (2), supporting beam (3) and frame column；
The non-dissipative links (2) are arranged in parallel with the dissipative links (1), and end is connected；
The supporting beam (3) connect with the bottom surface of the dissipative links (1)；
The end that the frame column is not connected with the dissipative links (1) with the non-dissipative links (2) is connect；
It is characterized in that,
The dissipative links (1) are dissipative links according to any one of claims 1 to 8 (1).
10. eccentrically braces structure according to claim 9, which is characterized in that put more energy into the longitudinal direction of the dissipative links (1)
Rib (142) extends to end of the non-dissipative links (2) far from the dissipative links (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810174220.4A CN108532787A (en) | 2018-03-02 | 2018-03-02 | Accentric support dissipative links, eccentrically braces structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810174220.4A CN108532787A (en) | 2018-03-02 | 2018-03-02 | Accentric support dissipative links, eccentrically braces structure |
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| Publication Number | Publication Date |
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| CN108532787A true CN108532787A (en) | 2018-09-14 |
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ID=63486410
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|---|---|---|---|
| CN201810174220.4A Pending CN108532787A (en) | 2018-03-02 | 2018-03-02 | Accentric support dissipative links, eccentrically braces structure |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09256458A (en) * | 1996-03-19 | 1997-09-30 | Ohbayashi Corp | Vibration control structure |
| CN106703285A (en) * | 2016-12-13 | 2017-05-24 | 国核电力规划设计研究院 | Shearing type eccentric support energy consumption girder section structure |
| CN106758738A (en) * | 2016-12-20 | 2017-05-31 | 武汉理工大学 | The method that elastic restraint against rotation border steel reinforced concrete combination deck-molding web longitudinal stiffener is set |
| CN107700691A (en) * | 2017-08-30 | 2018-02-16 | 国核电力规划设计研究院有限公司 | A kind of shearing-type eccentrically braces structure |
| CN107724556A (en) * | 2017-08-30 | 2018-02-23 | 国核电力规划设计研究院有限公司 | A kind of flexure type eccentrically braces structure |
-
2018
- 2018-03-02 CN CN201810174220.4A patent/CN108532787A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09256458A (en) * | 1996-03-19 | 1997-09-30 | Ohbayashi Corp | Vibration control structure |
| CN106703285A (en) * | 2016-12-13 | 2017-05-24 | 国核电力规划设计研究院 | Shearing type eccentric support energy consumption girder section structure |
| CN106758738A (en) * | 2016-12-20 | 2017-05-31 | 武汉理工大学 | The method that elastic restraint against rotation border steel reinforced concrete combination deck-molding web longitudinal stiffener is set |
| CN107700691A (en) * | 2017-08-30 | 2018-02-16 | 国核电力规划设计研究院有限公司 | A kind of shearing-type eccentrically braces structure |
| CN107724556A (en) * | 2017-08-30 | 2018-02-23 | 国核电力规划设计研究院有限公司 | A kind of flexure type eccentrically braces structure |
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Inventor after: Huang Youqiang Inventor after: Chen Shixi Inventor after: Zhang Aizhong Inventor after: Wang Teng Inventor after: Feng Yunxia Inventor before: Huang Youqiang Inventor before: Chen Shixi Inventor before: Huang Xiaohui Inventor before: Wang Linbao Inventor before: Zhang Aizhong Inventor before: Wang Teng Inventor before: Feng Yunxia |
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