CN201059016Y - Joint for connection of shearing active beam link and column in eccentric brace framework - Google Patents
Joint for connection of shearing active beam link and column in eccentric brace framework Download PDFInfo
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- CN201059016Y CN201059016Y CNU2007200313552U CN200720031355U CN201059016Y CN 201059016 Y CN201059016 Y CN 201059016Y CN U2007200313552 U CNU2007200313552 U CN U2007200313552U CN 200720031355 U CN200720031355 U CN 200720031355U CN 201059016 Y CN201059016 Y CN 201059016Y
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Abstract
The utility model discloses a node used for connecting a shearing type energy-intensive beam section and a column in an eccentric supporting structure, comprising a frame column (1) and a frame beam (2), wherein, a steel ribbed slab (3) is respectively welded on the upper flange and the lower flange of the frame beam (2) and on position corresponding to a center line (11) of a web plate of the frame beam. The utility model changes direct connection between the shearing type energy-intensive beam section and the column into rigid node connection between the shearing type energy-intensive beam section and the beam-column, thereby not only the bending resistant bearing capacity of the beam end is large enough but also full development of shearing and deformation of the energy-intensive beam section is guaranteed, consequently more seismic energy is dissipated and the work load of seismic rehabilitation is reduced; simultaneously, simple construction technique and low manufacturing cost are also guaranteed, and the utility model is convenient for promotion and application.
Description
Technical field
The utility model relates to a kind of beam, column jointing gusset, particularly a kind ofly is used for eccentric beam, column jointing gusset when supporting shearing-type energy-consumption beam Duan Yuzhu and connecting.
Background technology
The eccentric steel frame system that supports is a kind of novel anti side force structural system that latest developments get up to be applicable to the high intensity Zone building.The eccentric support is meant that framework horizon bar, the center of montant and brace are not the supporting form that meets at a bit.Active beam link is divided into shearing-type energy-consumption beam section and flexure type active beam link.Beam column type of attachment in the eccentrically braces structure is divided into two kinds: active beam link is connected with post with non-active beam link and is connected with post.Wherein, active beam link is connected and is divided into shearing-type energy-consumption beam Duan Yuzhu connection and is connected two kinds with post with the flexure type active beam link with post.
China's " high-rise civil building steel work tecnical regulations " (JGJ99-98) in the 8.1.5 bar spell out: in design of node, the structure of node should avoid adopting constraint degree big and easily produce the type of attachment of lamellar tearing.In addition, " seismic design provision in building code " (GB50011-2001) in the 8.2nd to many, high-rise steel structure internal force and the deformation analysis under geological process also done clearly regulation, wherein the designing requirement stronger and the beam-ends anti-bending bearing capacity of strong column and weak beam node is difficult to satisfy.Especially at the active beam link of eccentrically braces structure with during post is connected, the anti-bending bearing capacity of beam-ends must could guarantee that active beam link fully develops the shearing plastic strain, so that dissipate more seismic energy enough greatly.
In order to guarantee that active beam link fully develops the shearing plastic strain, the more seismic energy so that dissipate, also in order to satisfy the designing requirement of the stronger and beam-ends anti-bending bearing capacity of strong column and weak beam node, generally need take some strengthening measures to the beam-column connection place, way is as shown in drawings usually at present.Simply introduce present these common ways below and be applied to deficiency in the eccentrically braces structure:
1, adds the cover plate scheme as shown in Figure 3, concentrate and weld defect because a large amount of weld seams at top, the edge of a wing may cause serious stress, strain, thereby can reduce the bearing capacity of structure; Because the shearing-type energy-consumption beam section is normally after its web forms the shearing plastic hinge, along with the continuation of shearing bearing capacity increases, just can form crooked hinge at beam-ends, and this scheme has only been strengthened the anti-bending bearing capacity of active beam link, web is not but strengthened, thereby the raising of bearing capacity does not have too big help when the shearing-type energy-consumption beam Duan Yuzhu in the eccentrically braces structure connected.
2, ribbed panel scheme as shown in Figure 4, though can the stiffening girder column jointing gusset, active beam link is removed from the post limit, concentrated and weld defect but a large amount of weld seams on the T type ribbed panel edge of a wing and the Vierendeel girder edge of a wing may cause serious stress, strain, thereby can reduce the bearing capacity of structure; Adopt T type ribbed panel to strengthen active beam link and column jointing gusset, too strong to the rotational restraint of active beam link, be unfavorable for that active beam link fully develops the shearing plastic strain; When adopting T type ribbed panel scheme, must on the relevant position of frame column, add stiffening rib as shown in Figure 4, so both waste steel, increase operating expenses again.
3, as shown in Figure 5 short beam is welded with post in factory, again Vierendeel girder and short beam are spliced scheme at the construction field (site), be not suitable for active beam link and directly link to each other with post.Because if the stitching position of Vierendeel girder and short beam is in active beam link, then the high-strength bolt hole of junction plate splicing place can reduce the shear-carrying capacity of active beam link web; If the stitching position of Vierendeel girder and short beam is outside active beam link, then required short beam length can be long, is unfavorable for transportation on the one hand, and the Vierendeel girder edge of a wing needs the monoblock steel plate cutting on the other hand, can cause the significant wastage of steel.In addition, this scheme is similar with strengthened scheme shown in the accompanying drawing 3, has only strengthened the anti-bending bearing capacity of active beam link, and web is not but strengthened, thereby the raising of bearing capacity does not have too big help when the shearing-type energy-consumption beam Duan Yuzhu in the eccentrically braces structure connected.
4, dog bone type scheme as shown in Figure 6, interrelated data show that it is applicable to being connected of flexure type active beam link and post very much, but might not be applicable to the connection of shearing-type energy-consumption beam Duan Yuzhu, because it may reduce the turning power of active beam link; Place, Vierendeel girder edge of a wing weldquality is the principal element of decision dog bone type joint behavior.In addition, this scheme is similar with strengthened scheme shown in the accompanying drawing 3, has only strengthened the anti-bending bearing capacity of active beam link, and web is not but strengthened, thereby the raising of bearing capacity does not have too big help when the shearing-type energy-consumption beam Duan Yuzhu in the eccentrically braces structure connected.
5, prestressing force scheme as shown in Figure 7,10 is prestressed cable, 11 is ground tackle, this scheme cost height, the construction technology complexity is difficult to apply.
6, web otch scheme as shown in Figure 8 though can guarantee that the edge of a wing freely connects, has reduced the effective length of active beam link greatly, thereby has reduced the turning power of active beam link.
Summary of the invention
The technical problems to be solved in the utility model is: overcome the deficiencies in the prior art, a kind of beam-column connection that active beam link can be removed from the post limit is provided, the shearing-type energy-consumption beam section directly linked to each other with post be converted to the shearing-type energy-consumption beam section and link to each other with the beam column rigid joint, the anti-bending bearing capacity that has not only guaranteed beam-ends is enough big, but also guaranteed that active beam link fully develops shear strain, the more seismic energy so that dissipate reduces to shake back repair amount; To guarantee also that simultaneously construction technology is simple, cheap, easy to utilize.
For solving the problems of the technologies described above, the utility model is achieved in that
It comprises frame column (1) and Vierendeel girder (2), goes up on the bottom flange, welds a steel floor (3) respectively with Vierendeel girder web center line (11) corresponding position at described Vierendeel girder (2).
Described steel floor (3) is highly for being not more than floor, leveling layer and the finishing thickness sum on Vierendeel girder (2) edge of a wing.
Described steel floor (3) highly is 100mm～150mm.
Described steel floor (3) length is the distance of shearing-type energy-consumption beam section (2) end stiffening rib (5) to frame column (1) limit.
Described steel floor (3) length is 200mm～300mm.
Described steel floor (3) thickness should be greater than Vierendeel girder (2) web thickness 2～3mm.
Theoretical foundation of the present utility model is: from internal force analysis as can be known, the key of active beam link power consumption is that the beam section must have certain turning power, therefore non-active beam link, post and the support that directly links to each other with active beam link also can have influence on its energy dissipation capacity to its restraint condition, and then has influence on the bearing capacity of eccentrically braces structure.Even shearing-type energy-consumption beam section, when active beam link directly links to each other with post, its end moment of flexure is very big, after might shearing plastic hinge and forming, along with the continuation of shearing bearing capacity increases, the beam-ends moment of flexure increases sharply, form crooked hinge at last, very easily produce lamellar tearing, not only reduced integrally-built bearing capacity, and increased shake back repair amount at place, the post edge of a wing.Therefore, when the shearing-type energy-consumption beam section directly links to each other with post, beam-column connection is strengthened, active beam link is removed from the post limit, the shearing-type energy-consumption beam section directly linked to each other with post to be converted to the shearing-type energy-consumption beam section and to link to each other with the beam column rigid joint, has guaranteed that not only the anti-bending bearing capacity of beam-ends is enough big, but also has guaranteed that active beam link fully develops shear strain, the more seismic energy so that dissipate also can reduce to shake back repair amount.
The beneficial effects of the utility model are: this novel joint form is used for the connection of shearing-type energy-consumption beam Duan Yuzhu, after adding the steel floor on the bottom flange on the Vierendeel girder, be equivalent to shearing-type energy-consumption beam Duan Congzhu limit is removed, just can avoid shearing hinge and form on the post limit, thereby allow the shearing-type energy-consumption beam section that bigger rotation is arranged with crooked hinge; Web both can link to each other with post with high-strength bolt by junction plate, again can be directly and the post welding, promptly can take multiple web and post connected mode, and installation is very convenient; Steel floor materials are few, and the node strengthening measure can be finished in factory, can reduce owing to stress, strain that a large amount of weld seams in top, the edge of a wing cause are concentrated; Needn't on post, set up stiffening rib, both save steel, reduce operating expenses again; Do not need the monoblock steel plate cutting, both economical; Both can satisfy the designing requirement of the stronger and beam-ends anti-bending bearing capacity of strong column and weak beam node, can guarantee again that the shearing-type energy-consumption beam section fully developed the shearing plastic strain, so that dissipate more seismic energy; Construction technology is simple, and is cheap, easy to utilize.
Description of drawings
The utility model is described in more detail below in conjunction with accompanying drawing.
Fig. 1 is the utility model structural representation;
Fig. 2 is the utility model A-A sectional drawing;
Fig. 3 is that prior art adds the covering plate structure schematic diagram on the Vierendeel girder edge of a wing;
Fig. 4 is prior art ribbed panel structural representation on the Vierendeel girder edge of a wing;
Fig. 5 is that prior art is welded short beam on frame column, and structural representation is widened on the short beam edge of a wing;
Fig. 6 is that prior art is made the dog bone type structural representation with the Vierendeel girder edge of a wing;
Fig. 7 is a prior art electrothermal prestressing structural representation;
Fig. 8 is prior art otch structural representation on the Vierendeel girder web.
1-frame column, 2-Vierendeel girder, 3-steel floor, 4-frame column stiffening rib, 5-active beam link stiffening rib, 6-cover plate, the 7-frange plate of putting more energy into, 8-stiffening rib, 9-prestressed cable, 10-ground tackle, 11-Vierendeel girder web center line.
The specific embodiment
Referring to Fig. 1, Fig. 2, promptly go up on the bottom flange, weld a steel floor (3) respectively with Vierendeel girder web center line (11) corresponding position at Vierendeel girder (2).Described steel floor (3) highly is 100mm～150mm, promptly be not more than floor, leveling layer and finishing thickness sum on Vierendeel girder (2) edge of a wing, its length is decided on Vierendeel girder web and column jointing gusset form, for the distance of active beam link (2) end stiffening rib (5), be generally 200mm～300mm to frame column (1) limit.Described steel floor (3) thickness should be greater than Vierendeel girder (2) web thickness 2～3mm.
After adding the steel floor on the bottom flange on the Vierendeel girder, beam-column connection is strengthened, be equivalent to active beam link is removed from the post limit, just can avoid shearing hinge forms on the post limit with crooked hinge, thereby allow active beam link that bigger rotation is arranged, make it fully develop the shearing plastic strain, the more seismic energy that dissipates also can reduce to shake back repair amount.
Embodiment
This novel joint form part is processed in factory, part welding is at the scene finished, and specific embodiments is as follows: adopt two-sided butt joint corner weld seam on bottom flange on Vierendeel girder 2 ends, weld a steel floor 3 respectively with Vierendeel girder web center line 11 corresponding positions in factory; At the construction field (site), treat Vierendeel girder 2 installing and locating after, adopt two-sided butt joint corner weld seam will be welded in steel floor 3 and the welding of frame column 1 edge of a wing on the Vierendeel girder 2.
Claims (6)
1. one kind is used for the node that eccentrically braces structure shearing-type energy-consumption beam Duan Yuzhu connects, comprise frame column (1) and Vierendeel girder (2), it is characterized in that: go up on the bottom flange, weld a steel floor (3) respectively with Vierendeel girder web center line (11) corresponding position at described Vierendeel girder (2).
2. the node that is used for eccentrically braces structure shearing-type energy-consumption beam Duan Yuzhu connection according to claim 1 is characterized in that: described steel floor (3) is highly for being not more than floor, leveling layer and the finishing thickness sum on Vierendeel girder (2) edge of a wing.
3. the node that is used for eccentrically braces structure shearing-type energy-consumption beam Duan Yuzhu connection according to claim 1 and 2 is characterized in that: described steel floor (3) highly is 100mm～150mm.
4. the node that is used for eccentrically braces structure shearing-type energy-consumption beam Duan Yuzhu connection according to claim 1, it is characterized in that: described steel floor (3) length is the distance of shearing-type energy-consumption beam section (2) end stiffening rib (5) to frame column (1) limit.
5. the node that is used for eccentrically braces structure shearing-type energy-consumption beam Duan Yuzhu connection according to claim 1, it is characterized in that: described steel floor (3) length is 200mm～300mm.
6. the node that is used for eccentrically braces structure shearing-type energy-consumption beam Duan Yuzhu connection according to claim 1, it is characterized in that: described steel floor (3) thickness should be greater than Vierendeel girder (2) web thickness 2～3mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007200313552U CN201059016Y (en) | 2007-03-15 | 2007-03-15 | Joint for connection of shearing active beam link and column in eccentric brace framework |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007200313552U CN201059016Y (en) | 2007-03-15 | 2007-03-15 | Joint for connection of shearing active beam link and column in eccentric brace framework |
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| Publication Number | Publication Date |
|---|---|
| CN201059016Y true CN201059016Y (en) | 2008-05-14 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNU2007200313552U Expired - Fee Related CN201059016Y (en) | 2007-03-15 | 2007-03-15 | Joint for connection of shearing active beam link and column in eccentric brace framework |
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| CN (1) | CN201059016Y (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101560837B (en) * | 2009-05-21 | 2010-10-27 | 西安建筑科技大学 | Method for consolidating tilting combination structure |
-
2007
- 2007-03-15 CN CNU2007200313552U patent/CN201059016Y/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101560837B (en) * | 2009-05-21 | 2010-10-27 | 西安建筑科技大学 | Method for consolidating tilting combination structure |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20080514 Termination date: 20110315 |