CN202787569U - Eccentric brace type steel plate shear wall - Google Patents
Eccentric brace type steel plate shear wall Download PDFInfo
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- CN202787569U CN202787569U CN 201220353621 CN201220353621U CN202787569U CN 202787569 U CN202787569 U CN 202787569U CN 201220353621 CN201220353621 CN 201220353621 CN 201220353621 U CN201220353621 U CN 201220353621U CN 202787569 U CN202787569 U CN 202787569U
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Abstract
An eccentric brace type steel plate shear wall comprises a rectangular frame. A left frame column, an upper frame beam, a right frame column and a lower frame beam are sequentially connected with one another to form the rectangular frame, an infill steel plate is connected to the middle of the rectangular frame by sway braces, is rectangular and is positioned in the center of the rectangular frame, horizontal braces are arranged at both the upper edge and the lower edge of the infill steel plate, and vertical braces are arranged at two side edges of the infill steel plate. The eccentric brace type steel plate shear wall solves the problem that of severe damage to a floor due to sharp decrease of the structural rigidity and the energy dissipation capacity and excessive plastic deformation of an energy dissipation beam of an eccentric brace structure once braces of the frame brace structure are buckled. Advantages of an eccentric brace system and advantages of a steel plate shear wall system are combined, accordingly, the eccentric brace type steel plate shear wall can meet requirements of normal usage, the lateral stiffness and the energy dissipation capacity of a structural system are improved, advantages of steel materials are sufficiently played, steel consumption is reduced, and the eccentric brace type steel plate shear wall is high in economical benefit.
Description
Technical field
The utility model belongs to the horizontal lateral resistant member in many high-rise steel structure buildings, is specifically related to accentric support formula steel plate shear force wall.
Background technology
In the last few years, China's multi-rise building developed rapidly, and building height constantly increases, and this just requires high-level structure will have enough lateral deformation stiffnesses to come the horizontal loads of resisting structure.China's " Technical Specification for Steel Structure of Tall Buildings " (JGJ99-98) regulation, Aseismic Structure System should be provided with multiple seismic-proof, should avoid causing integral system forfeiture shock resistance because of part-structure or component damage.Single Lateral Resistant System can not satisfy the requirements for fortification against earthquake of multi-rise building, and dual Lateral Resistant System---frame supported system and steel plate shear force wall system enjoy structure design personnel and researcher's favor with its superior lateral resisting performance.The frame supported system can be divided into center support steel frame (being called for short CBF-concentrically braced frames) and accentric support steel frame (EBF-eccentrically braced frames).The accentric support steel frame is kept larger plastic strain because of the active beam link surrender, has avoided the support flexing, and hysteresis loop is full, yet excessive plastic strain meeting causes that floor destruction is larger, and the reparation difficulty is larger.The bearing diagonal of center support steel frame is easy flexing under cyclic load, can cause overall structure forfeiture bearing capacity, and hysteresis loop is pinched contracting.Steel plate shear force wall (being called for short SPSW-steel plate shear wall) can be divided into steel plate shear wall and thin steel plate shear wall.The steel plate shear wall has the initial in-plane stiffness of larger elasticity, generally cripling can not occur, and hysteretic energy is desirable, and thin steel plate shear wall hour cripling just occurs in lateral force, and the hysteretic energy curve exists pinches contracting in various degree.The steel plate wall of the types such as for a change thin plate wall hysteretic energy curve exists and to pinch this phenomenon of contracting, and lot of domestic and foreign scholar proposed again with stiffening rib, crack, crack and punch, research finds that its hysteretic energy is more superior than pure thin plate wall.
In order to prevent center support frame bearing diagonal easy flexing unstability under large shake effect, cause the rigidity of structure and energy dissipation capacity sharply to descend.Chinese scholars proposes its energy-dissipating property of a lot of method improvements, adds the power consumption support of energy consumer composition and adopts accentric support active beam link shear yielding to be out of shape to delay to support flexing in the middle of in center support.Common accentric support has K type, Y type, chevron shaped etc.
Summary of the invention
In order to overcome the shortcoming of above-mentioned prior art, the purpose of this utility model is to provide a kind of accentric support formula steel plate shear force wall, in case having overcome frame support structure, this system supports flexing, the rigidity of structure and energy dissipation capacity sharply descend and the large plastometric set of crossing of eccentrically braces structure active beam link causes that floor destroys larger problem, draw the separately advantage of accentric support and steel plate shear force wall system, not only can satisfy normal instructions for use, and anti-side rigidity and the energy dissipation capacity of structural system have been improved, give full play to the steel advantage, reduce steel using amount, had good economic benefits.
In order to achieve the above object, the technical solution adopted in the utility model is:
Accentric support formula steel plate shear force wall, comprise by left frame post 11, upper ledge set a roof beam in place 21, correct frame post 12 and lower frame are set a roof beam in place 22 rectangular frames that connect and compose in turn, fill out steel plate 6 in connecting by bearing diagonal 3 in the middle of described rectangular frame.
Fill out steel plate 6 in described and be rectangle, be positioned at the center of rectangular frame.
Fill out in described steel plate 6 by bearing diagonal 3 be connected to upper ledge set a roof beam in place 21 and lower frame set a roof beam in place 22.
Two lower corners filling out steel plate 6 in described are connected to lower frame by a bearing diagonal 3 respectively and set a roof beam in place on 22, and bottom, the lower frame of filling out steel plate 6 in described 22 and two bearing diagonals 3 of setting a roof beam in place consist of an isosceles trapezoid.
Fill out two of steel plate 6 upper corners in described and be connected to upper ledge by a bearing diagonal 3 respectively and set a roof beam in place on 21, in fill out steel plate 6 top, upper ledge set a roof beam in place and consist of inverted isosceles-trapezium-shaped between 21 and two bearing diagonals 3.
The bottom and upper segment of filling out steel plate 6 in described all arranges horizontal support 4, in fill out steel plate 6 dual-side vertical supporting 5 all is set, horizontal support 4 with in fill out and all adopt welding or bolt to connect 7 between the top of steel plate 6 or the bottom to connect by angle steel 9, the end of horizontal support 4 and vertical supporting 5 are rigidly connected, and are connected with bearing diagonal 3 simultaneously at the tie point place.
Described vertical supporting 5 with in fill out and all adopt welding or bolt to connect 7 between the dual-side of steel plate 6 to connect by otic placode 8.
Described otic placode 8 is plain plate, fills out the thickness of steel plate 6 in its thickness is equal to or slightly greater than.
The edge of a wing part of described vertical supporting 5 and bearing diagonal 3 end plate equal thickness
Are connected with the correct frame post at left frame post 11 and are equivalent to the position that beam column connects frame column stiffening rib 10 is set, the thickness of frame column stiffening rib 10 sets a roof beam in place 21 and set a roof beam in place 22 edge of a wing thickness of lower frame more than or equal to upper ledge.
Theoretical foundation of the present utility model is: support body framework ties up under the horizontal earthquake action, and support bar only bears axial push-pull power.Under severe earthquake action, the easy lateral deflection unstability of center support frame bearing diagonal causes the rigidity of structure and energy dissipation capacity sharply to descend.The accentric support framework is under severe earthquake action, although active beam link is as " fuse " in the circuit, effectively limited the axial force in the support by the shear yielding distortion, make and support not flexing, but it is larger that the excessive plastic strain meeting of active beam link causes that floor destroys, it is larger to repair difficulty, and effort is also taken a lot of trouble in the replacing of active beam link self.And accentric support formula steel plate shear force wall can utilize central steel board wall and these two dissipative cell collaborative works of active beam link under severe earthquake action, not only has preferably shock resistance of eccentrically braces structure, and the surrender of central steel board wall power consumption can reduce the rotational deformation of active beam link, reduce the destructiveness of active beam link, play the effect of " dual fail-safe ", reached the purpose that reduces to shake rear repair amount.
Compared with prior art, the beneficial effects of the utility model are:
This Novel eccentric brace type steel plate shear force wall system is in conjunction with the two advantage of accentric support framework and steel plate shear force wall, further strengthened lateral rigidity, the lateral deflection unstability can not occur in bearing diagonal under the large shake effect, also effectively alleviated simultaneously the destructiveness of active beam link, in addition because " dual fail-safe " of central steel board wall and active beam link effect, greatly improved the ability of dissipation seismic energy, also reduced the rear repair amount of shake, all members of this invention can be in factory process, then assemble in the building site, construction technology is simple, and is cheap, easy to utilize.
Description of drawings
Fig. 1 is structural representation of the present utility model.
Fig. 2 is node A detail drawing among Fig. 1.
Fig. 3 is Node B detail drawing among Fig. 1.
The specific embodiment
Below in conjunction with accompanying drawing the utility model is described in further details.
As shown in Figure 1, the utility model is a kind of accentric support formula steel plate shear force wall, comprise by left frame post 11, upper ledge set a roof beam in place 21, correct frame post 12 and lower frame are set a roof beam in place 22 rectangular frames that connect and compose in turn, are connected with the correct frame post at left frame post 11 and are equivalent to the position that beam column connects frame column stiffening rib 10 is set, the thickness of frame column stiffening rib 10 should set a roof beam in place 21 and set a roof beam in place 22 edge of a wing thickness of lower frame more than or equal to upper ledge, to improve the resistance to overturning of framework.Fill out in connecting by bearing diagonal 3 in the middle of the rectangular frame rectangle in fill out steel plate 6, in fill out the center that steel plate 6 is positioned at rectangular frame.
In fill out steel plate 6 bottom and upper segment horizontal support 4 all is set, dual-side all arranges vertical supporting 5, horizontal support 4 with in fill out and all adopt welding or bolt to connect 7 between the top of steel plate 6 or the bottom to connect by angle steel 9, vertical supporting 5 with in fill out and all adopt welding or bolt to connect 7 between the dual-side of steel plate 6 to connect by otic placode 8, otic placode 8 is plain plate, in being equal to or slightly greater than, fills out its thickness the thickness of steel plate 6, and the edge of a wing part of vertical supporting 5 and bearing diagonal 3 end plate equal thickness.The end of horizontal support 4 and vertical supporting 5 are rigidly connected, and the tie point place simultaneously is connected to upper ledge with bearing diagonal 3 and sets a roof beam in place 21 on two, in fill out steel plate 6 top (also being horizontal support 4), upper ledge set a roof beam in place and consist of inverted isosceles-trapezium-shaped between 21 and two bearing diagonals 3.And two lower tie point places of the end of horizontal support 4 and vertical supporting 5 are connected to lower frame with bearing diagonal 3 simultaneously and set a roof beam in place 22, in fill out steel plate 6 bottom's (also being horizontal support 4), lower frame 22 and two bearing diagonals 3 of setting a roof beam in place consist of an isosceles trapezoid.
The engineering method of the utility model shear wall is as follows:
The first step: according to (01(04) SG519 of " Code for design of steel structures " (GB50017-2003) and " many, high-rise civil building steel structure node constructional detail ") left frame post (11), upper ledge are set a roof beam in place (21), correct frame post (12) and lower frame set a roof beam in place (22) rigidly connect into a rectangular frame.
Second step: according to (01(04) SG519 of " Code for design of steel structures " (GB50017-2003) and " many, high-rise civil building steel structure node constructional detail ") with four bearing diagonals (3) respectively the same Vierendeel girders (21) be connected with lower frame (22) rigidly connect (bolt welds connection) in node A.
Such as accompanying drawing 2, set a roof beam in place 21 the edge of a wing of the edge of a wing that node A is achieved in that bearing diagonal 3 and upper ledge is connected and adopts butt weld; Adopt twin fillet wolt that junction plate is welded on upper ledge and set a roof beam in place on 21 the edge of a wing, and then utilize bolt is connected junction plate with bearing diagonal web to connect.Other three bearing diagonals are connected with node A with Vierendeel girder.
The 3rd step: reach " many, high-rise civil building steel structure node constructional detail " (01(04) SG519 according to " Code for design of steel structures " (GB50017-2003)) horizontal support (4) and vertical supporting (5) are linked to be center support all around by rigidly connecting.
The 4th step: according to (01(04) SG519 of " Code for design of steel structures " (GB50017-2003) and " many, high-rise civil building steel structure node constructional detail ") with four bearing diagonals (3) and center all around strut angle section rigidly connect respectively (extended end plate is connected) in Node B.
Such as accompanying drawing 3, Node B is achieved in that the edge of a wing of the edge of a wing of bearing diagonal (3) and vertical supporting (5) is with being connected of end plate all adopted the full penetration butt weld separately, its web with being connected of end plate all adopt fillet weld separately, then two end plates is connected by high-strength bolt.Other three bearing diagonals support same Node B of being connected of bight all around with the center.
The 5th step: adopt fillet weld that otic placode (8) is welded on vertical supporting (5) edge of a wing, and then utilize fillet weld or bolt (7) that otic placode (8) is filled out steel plate (6) connection with being connected.
The 6th step: by means of angle steel (9) adopt fillet weld or bolt (7) with horizontal support (4) with in fill out steel plate (6) and be connected.
Bearing diagonal (3) adopts variable cross-section form, makes it that certain transition be arranged in the transmittance process of power, avoids producing excessive stress at the Nodes that bearing diagonal (3) and center are supported all around and concentrates.
The thickness of extended end plate can be pressed the norm of steel structure formula according to supporting condition and calculate, but should be less than 16mm.
Claims (8)
1. accentric support formula steel plate shear force wall, comprise by left frame post (11), upper ledge set a roof beam in place (21), correct frame post (12) and lower frame are set a roof beam in place the rectangular frame that (22) connect and compose in turn, it is characterized in that, within described rectangular frame centre connects by bearing diagonal (3), fill out steel plate (6).
2. accentric support formula steel plate shear force wall according to claim 1 is characterized in that, filling out steel plate (6) in described is rectangle, is positioned at the center of rectangular frame.
3. accentric support formula steel plate shear force wall according to claim 2 is characterized in that, fills out steel plate (6) in described and is connected to by bearing diagonal (3) that upper ledge is set a roof beam in place (21) and lower frame is set a roof beam in place (22).
4. accentric support formula steel plate shear force wall according to claim 3, it is characterized in that, two lower corners filling out steel plate (6) in described are connected to lower frame by a bearing diagonal (3) respectively and set a roof beam in place on (22), and bottom, the lower frame of filling out steel plate (6) in described set a roof beam in place (22) and two bearing diagonals (3) consist of an isosceles trapezoid.
5. accentric support formula steel plate shear force wall according to claim 3, it is characterized in that, fill out two of steel plate (6) upper corners in described and be connected to upper ledge by a bearing diagonal (3) respectively and set a roof beam in place on (21), in fill out steel plate (6) top, upper ledge set a roof beam in place (21) and two bearing diagonals (3) between the inverted isosceles-trapezium-shaped of formation.
6. according to claim 1 to the described accentric support formula of 5 arbitrary claims steel plate shear force wall, it is characterized in that, the bottom and upper segment of filling out steel plate (6) in described all arranges horizontal support (4), in fill out steel plate (6) dual-side vertical supporting (5) all is set, horizontal support (4) with in fill out and all adopt welding or bolt to connect (7) between the top of steel plate (6) or the bottom to connect by angle steel (9), the end of horizontal support (4) and vertical supporting (5) are rigidly connected, and are connected with bearing diagonal (3) simultaneously at the tie point place.
7. accentric support formula steel plate shear force wall according to claim 6 is characterized in that, described vertical supporting (5) with in fill out and all adopt welding or bolt to connect (7) between the dual-side of steel plate (6) to connect by otic placode (8).
8. accentric support formula steel plate shear force wall according to claim 7 is characterized in that, described otic placode (8) is plain plate, fills out the thickness of steel plate (6) in its thickness is equal to or slightly greater than.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220353621 CN202787569U (en) | 2012-07-20 | 2012-07-20 | Eccentric brace type steel plate shear wall |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220353621 CN202787569U (en) | 2012-07-20 | 2012-07-20 | Eccentric brace type steel plate shear wall |
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| CN202787569U true CN202787569U (en) | 2013-03-13 |
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| CN 201220353621 Expired - Fee Related CN202787569U (en) | 2012-07-20 | 2012-07-20 | Eccentric brace type steel plate shear wall |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102758493A (en) * | 2012-07-20 | 2012-10-31 | 西安建筑科技大学 | Steel plate built-in eccentric support type steel plate shear wall |
| CN103243836A (en) * | 2013-05-15 | 2013-08-14 | 常州工学院 | Steel plate-steel support combined lateral force resisting member and beam column structure applying same |
| CN103669722A (en) * | 2013-12-19 | 2014-03-26 | 北京工业大学 | Novel post-earthquake easy-to-repair steel column leg of special-shaped column frame structure |
| CN103711215A (en) * | 2013-12-19 | 2014-04-09 | 北京工业大学 | Novel post-earthquake easily-repaired steel special-shaped column frame-eccentric supporting frame |
| CN103866884A (en) * | 2014-03-10 | 2014-06-18 | 北京工业大学 | Pre-stress honeycombed section steel plate shear wall |
| CN110206371A (en) * | 2019-06-03 | 2019-09-06 | 西安建筑科技大学 | A kind of more layer more across the control anti-buckling eccentrically braces structure of power |
| CN110206368A (en) * | 2019-06-03 | 2019-09-06 | 西安建筑科技大学 | One kind is more across the control anti-buckling central support structure of power |
| CN110206370A (en) * | 2019-06-03 | 2019-09-06 | 西安建筑科技大学 | One kind is more across the control anti-buckling eccentrically braces structure of power |
-
2012
- 2012-07-20 CN CN 201220353621 patent/CN202787569U/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102758493A (en) * | 2012-07-20 | 2012-10-31 | 西安建筑科技大学 | Steel plate built-in eccentric support type steel plate shear wall |
| CN103243836A (en) * | 2013-05-15 | 2013-08-14 | 常州工学院 | Steel plate-steel support combined lateral force resisting member and beam column structure applying same |
| CN103669722A (en) * | 2013-12-19 | 2014-03-26 | 北京工业大学 | Novel post-earthquake easy-to-repair steel column leg of special-shaped column frame structure |
| CN103711215A (en) * | 2013-12-19 | 2014-04-09 | 北京工业大学 | Novel post-earthquake easily-repaired steel special-shaped column frame-eccentric supporting frame |
| CN103669722B (en) * | 2013-12-19 | 2015-10-28 | 北京工业大学 | Steel Framed Structure with Special-Shaped Columns suspension column is easily repaired after a kind of shake |
| CN103711215B (en) * | 2013-12-19 | 2016-01-13 | 北京工业大学 | Easily steel shaped pile frame-accentric support frame is repaired after a kind of shake |
| CN103866884A (en) * | 2014-03-10 | 2014-06-18 | 北京工业大学 | Pre-stress honeycombed section steel plate shear wall |
| CN110206371A (en) * | 2019-06-03 | 2019-09-06 | 西安建筑科技大学 | A kind of more layer more across the control anti-buckling eccentrically braces structure of power |
| CN110206368A (en) * | 2019-06-03 | 2019-09-06 | 西安建筑科技大学 | One kind is more across the control anti-buckling central support structure of power |
| CN110206370A (en) * | 2019-06-03 | 2019-09-06 | 西安建筑科技大学 | One kind is more across the control anti-buckling eccentrically braces structure of power |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130313 Termination date: 20150720 |
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| EXPY | Termination of patent right or utility model |