CN105756227A - Multilayer oblique slotted self anti-buckling steel plate shear wall and manufacturing method thereof - Google Patents
Multilayer oblique slotted self anti-buckling steel plate shear wall and manufacturing method thereof Download PDFInfo
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- CN105756227A CN105756227A CN201410777975.5A CN201410777975A CN105756227A CN 105756227 A CN105756227 A CN 105756227A CN 201410777975 A CN201410777975 A CN 201410777975A CN 105756227 A CN105756227 A CN 105756227A
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Abstract
The invention discloses a multilayer oblique slotted self anti-buckling steel plate shear wall comprising multilayer oblique slotted steel plate shear walls; slot holes of the oblique slots can divide the steel plate shear wall into a plurality of oblique plate strips; the slotting direction of the oblique slots of the same layer steel plate shear wall is same; the oblique slot directions of two adjacent layers of steel plate shear walls are opposite to each other; the two adjacent layers of the steel plate shear walls are bonded through a damping rubber; the surrounding of the multilayer steel plate shear walls is connected with an edge frame; under reciprocating horizontal earthquake load effect, the oblique plate strips of same direction are respectively under unidirectional pulled or unidirectional pressed states; the tension force rigidity of the pulled oblique plate strips in certain layer can provide external-plane support for the pressed oblique plate strips of another layer, thus realizing self anti-buckling effect. The multilayer oblique slotted self anti-buckling steel plate shear wall can serve as a novel bearing dissipating energy type anti-side force member, can effectively reduce lateral deformation of multi-storey high-rise building under horizontal load, thus enhancing dissipating energy capability of the multi-storey high-rise building under earthquake loads.
Description
Technical field
The present invention relates to technical field of structural engineering, the damping rubber particularly relating to the oblique fluting of a kind of multilamellar bonds from anti-buckling steel plate shear force wall and preparation method thereof.
Background technology
Steel plate shear force wall has good ductility, bigger lateral rigidity and energy dissipation capacity, at home and abroad highlight lines area high level and high-rise building in obtain extensive use.The steel plate shear force wall of early stage, using elastic bifurcation buckling as ultimate limit states, causes steel plate very thick or ribbed stiffener is very intensive, causes waste of material on the one hand, cannot utilize the energy dissipation capacity after steel plastic yielding on the other hand.But reduce steel plate thickness to utilize after its plastic yielding while energy dissipation capacity, also reduce steel plate flexing bearing capacity under oblique pressure effect.The cripling of steel plate will cause that the local damages such as steel plate fold are thus causing the loss of the steel plate energy dissipation capacity when reversal interlocking relay effect.
For preventing sheet metal flexing under oblique pressure effect, existing multiple anti-buckling steel plate shear force wall at present.Such as by arranging the concrete panel that rigidity is bigger in steel plate both sides, limit sheet metal deformity out of plane, it is prevented that steel plate flexing under oblique pressure effect.But generally the precast concrete cover area of monoblock is greatly from great, easily ftracture in transport and installation process, construction inconvenience.Also there is an anti-buckling steel plate shear force wall by bolt level or inclined stiffener, but the sliding of bolt ribbed stiffener, huge noise will be produced, cause that user is to the worry of structural safety and psychology shade.Monoblock steel plate shear force wall is under reciprocal horizontal load action simultaneously, and stress is complicated, and failure mode is various, it is impossible to accurately judge its yield load and energy dissipation capacity
For improving deformation and the energy dissipation capacity of steel plate shear force wall, currently also there is the multiple shear wall that cracks, such as:
Steel plate is opened perps or horizontal joint shear wall, what between seam, strip similar two ends under horizontal shear effect consolidated is subject to camber beam, it is converted into be bent into main beam by the steel plate based on detrusion, improve deformability and the energy dissipation capacity of steel plate shear force wall, but slotted steel plate shear wall, out of plane stiffness is little, need to arrange the concrete cover or the ribbed stiffener that prevent flexing in steel plate both sides.
Also there is out the steel plate shear force wall of oblique slot, between groove, strip is limited only by pressure effect, steel plate based on detrusion is converted into the post based on tension and compression, improve deformability and the energy dissipation capacity of steel plate shear force wall, but what monolayer was arranged opens oblique slot steel plate shear force wall, and only under a direction horizontal shear effect, between groove, steel plate tension has good energy dissipation capacity；But in the opposite direction by pressurized under horizontal loads, thus there is flexing, the concrete cover or the ribbed stiffener that prevent flexing need to be set in steel plate both sides.
Summary of the invention
The purpose of the present invention is contemplated to solve the problems referred to above, propose the oblique fluting of a kind of multilamellar from anti-buckling steel plate shear force wall and preparation method thereof, this structure ensures that steel plate shear force wall has good anti-side rigidity, bearing capacity and energy-dissipating property under reciprocal horizontal load action.
To achieve these goals, the present invention adopts the following technical scheme that
The oblique fluting of a kind of multilamellar from anti-buckling steel plate shear force wall, steel plate shear force wall including the oblique fluting of multilamellar, steel plate shear force wall is separated into several oblique strips by the slotted eye of oblique slot, the fluting direction of the oblique slot of same layer steel plate shear force wall is identical, and the oblique slot of adjacent two layers steel plate shear force wall is in opposite direction；Bondd by damping rubber between adjacent two layers steel plate shear force wall；The surrounding adjoining edge framework of described multilayer steel plates shear wall；Under reciprocal horizontal seismic loading, the oblique strip of equidirectional is respectively at unidirectional tension or the state of unidirectional pressurized, utilizes the tension stiffness of the oblique strip of certain layer of tension, provides out-of-plane support to the oblique strip of other layer pressurized, limit its flexing, it is achieved from anti-buckling.
Described damping rubber participates in dissipation seismic energy.
Oblique slot on described each layer of steel plate shear force wall is arranged in parallel in same direction, and the oblique slot of described each row is discontinuously arranged.
The number of plies of described steel plate shear force wall is the odd number more than 1.
In described multilayer steel plates shear wall, the steel plate shear force wall gross thickness that the steel plate shear force wall gross thickness in same oblique slot direction is opposite to that with oblique slot direction is equal；From intermediate layer, steel plate shear force wall is counted, and the steel plate shear force wall thickness on lateral symmetry position is identical.
Being welded to connect plate on described edge frame, described steel plate shear force wall and connecting plate are by high-strength bolt one side shear connection.
The manufacture method from anti-buckling steel plate shear force wall of the oblique fluting of a kind of multilamellar, comprises the following steps:
(1) according to the floor height of proposed building and post from width and the height of determining steel plate shear force wall；
(2) according to building aseismicity specification to structure anti-side rigidity, surrender bearing capacity and the requirement of energy dissipation capacity, it is determined that the width of oblique strip between the width of oblique slotted eye on the thickness of each layer of steel plate, steel plate, the width of oblique slotted eye discontinuities steel plate and oblique slotted eye；The steel plate gross thickness that the thickness of steel plate meets the steel plate gross thickness in same oblique slot direction opposite to that with oblique slot direction is equal；
(3) the surrender bearing capacity according to steel plate shear force wall, it is determined that the thickness of connecting plate and the model of high-strength bolt；
(4) during in-site installation, according to the principle that the oblique slot of every adjacent two layers steel plate is in opposite direction, pasted by damping rubber between the steel plate of every adjacent two layers, form steel plate shear force wall；
(5) left hand edge frame column, right hand edge frame column, top edge Vierendeel girder and lower limb Vierendeel girder are connected in the surrounding of steel plate shear force wall respectively through connecting plate.
The invention has the beneficial effects as follows:
At the oblique fluting of multilamellar in anti-buckling steel plate shear force wall, the steel plate shear force wall of two-way opened skewed slot, it is integrally formed by damping rubber bonding.Under reciprocal horizontal seismic loading, the oblique strip of equidirectional is respectively at unidirectional tension or the state of unidirectional pressurized, utilizes each oblique strip of layer tension, other each layer pressurized strip is provided and supports, limit its flexing, it is achieved from anti-buckling.
Meanwhile, the damping rubber between steel plate and steel plate, it is possible to participate in dissipation seismic energy.By the width of skewed slot and quantity, the width of steel plate and stress performance between regulating tank, and then control the lateral rigidity of steel plate shear force wall, bearing capacity and energy-dissipating property.
The present invention, as a kind of novel carrying energy-dissipating type lateral resistant member, can effectively reduce multi-rise building lateral deformation under horizontal loading, strengthens multi-rise building energy dissipation capacity under earthquake load.
Simple structure of the present invention, component each unit all can factory process make, and efficiency of construction is high；And steel plate only single load bearing between groove, there is stable energy dissipation capacity and good anti-side rigidity.
Accompanying drawing explanation
Fig. 1 is that the oblique fluting of multilamellar is from anti-buckling steel plate shear force wall tomograph；
Fig. 2 is that the oblique fluting of multilamellar is from anti-buckling steel plate shear force wall planar structure schematic diagram；
Fig. 3 is that edge frame connects node schematic diagram.
Wherein, 1. left hand edge frame column；2. right hand edge frame column；3. top edge Vierendeel girder；4. lower limb Vierendeel girder；5. the connecting plate on Vierendeel girder；6. the connecting plate on frame column；7. the high-strength bolt of junction steel plate shear wall and connecting plate；8. oblique slotted eye；9. steel plate between oblique slotted eye；10. the steel plate of oblique slotted eye discontinuities；11. the 1st layer of steel plate shear force wall；12. second layer steel plate shear force wall；13. the 3rd layer of steel plate shear force wall；14. bond the 1st layer with the damping rubber of the 2nd layer of steel plate shear force wall；15. bond the 2nd layer with the damping rubber of the 3rd layer of steel plate shear force wall.
Detailed description of the invention:
Below in conjunction with accompanying drawing, the present invention will be further described with embodiment:
As shown in Figure 1-2, the oblique fluting of a kind of multilamellar from anti-buckling steel plate shear force wall, it is characterized in that, including the steel plate of the oblique fluting of multilamellar, the fluting direction of the oblique slot of each layer of steel plate is identical, and the oblique slot of adjacent two layers steel plate is in opposite direction；Bondd by damping rubber between adjacent two layers steel plate；The surrounding adjoining edge framework of multilayer steel plates；Damping rubber participates in dissipation seismic energy.
Under reciprocal horizontal seismic loading, the oblique strip of equidirectional is respectively at unidirectional tension or the state of unidirectional pressurized, utilizes the tension stiffness of certain layer of oblique strip of tension, provides out-of-plane support to the oblique strip of other layer pressurized, limit its flexing, it is achieved from anti-buckling.
Oblique slot on each layer of steel plate is arranged in parallel in same direction, and the oblique slot of each row is discontinuously arranged.The number of plies of steel plate is the odd number more than 1.
In the multilayer steel plates of composition shear wall, the steel plate gross thickness that the steel plate gross thickness in same oblique slot direction is opposite to that with oblique slot direction is equal.From intermediate layer, steel plate is counted, and the steel plate thickness of lateral symmetry position is equal.
Multilamellar oblique fluting damping rubber bonding is made up of with the damping rubber 15 of the 3rd layer of steel plate shear force wall the 1st layer of steel plate shear force wall 11, the 2nd layer of steel plate shear force wall 12 and the 3rd layer of steel plate shear force wall 13 and bonding the 1st layer and the damping rubber 14 of the 2nd layer of steel plate shear force wall and boning the 2nd layer from anti-buckling steel plate shear force wall.1st layer of steel plate shear force wall 11 is identical with the 3rd layer of steel plate shear force wall 13 skewed slot direction, in opposite direction with the skewed slot of the 2nd layer of steel plate shear force wall 12.1st layer of steel plate shear force wall 11 is identical with the thickness of the 3rd layer of steel plate shear force wall 13, and its thickness sum is equal with the thickness of the 2nd layer of steel plate shear force wall 12.Three-ply plate shear wall is connected with the connecting plate 5 on the Vierendeel girder being welded on left hand edge frame column 1, right hand edge frame column 2, top edge Vierendeel girder 3 and lower limb Vierendeel girder 4 and the connecting plate 6 on frame column commonly through high-strength bolt 7 respectively with two-layer bonding damping rubber.
Left hand edge frame column 1, right hand edge frame column 2, top edge Vierendeel girder 3 and lower limb Vierendeel girder 4 are the framework of I shape, and connecting plate is welded on framework.
As shown in Figure 3, for the steel plate shear force wall being made up of 3 layers of oblique fluting steel plate, 1st layer of steel plate shear force wall 11, bonding the 1st layer and the damping rubber 14 of the 2nd layer of steel plate shear force wall, the 2nd layer of steel plate shear force wall 12, boning the 2nd layer forms multilayer steel plates shear wall with damping rubber 15 and the 3rd layer of steel plate shear force wall 13 of the 3rd layer of steel plate shear force wall, being connected with the connecting plate 5 on Vierendeel girder by high-strength bolt 7, the connecting plate 5 on Vierendeel girder and Vierendeel girder 4 are by being welded to connect.
The oblique fluting of multilamellar is as follows from the processing technology of anti-buckling steel plate shear force wall: first according to the floor height of building and post from width and the height of determining the 1st layer of steel plate shear force wall 11, the 2nd layer of steel plate shear force wall 12 and the 3rd layer of steel plate shear force wall 13；Then according to structural seismic specification to structure anti-side rigidity, surrender bearing capacity and the requirement of energy dissipation capacity, it is determined that the width of strip 9 between the 1st layer of steel plate shear force wall 11, the 2nd layer of steel plate shear force wall 12 and the thickness of the 3rd layer of steel plate shear force wall 13, the width of oblique slotted eye 8, the width of oblique slotted eye discontinuities steel plate 10 and oblique slotted eye；Surrender bearing capacity further according to steel plate shear force wall, it is determined that the thickness of the connecting plate 5 on Vierendeel girder and the connecting plate 6 on frame column, the diameter of high-strength bolt 7.Draw processing and fabricating detail drawing according to above-mentioned size and give factory to make.During in-site installation, when after steel frame installation, by the 1st layer of steel plate shear force wall 11, bonding the 1st layer and the damping rubber 14 of the 2nd layer of steel plate shear force wall, the 2nd layer of steel plate shear force wall 12, bonding the 2nd layer and the 3rd layer of steel plate shear force wall damping rubber 15 and the 3rd layer of steel plate shear force wall 13 be sequentially connected with and form multilayer steel plates shear wall, the connecting plate 5 that steel plate shear force wall passes through to lay respectively on Vierendeel girder is connected with left hand edge frame column 1, right hand edge frame column 2, top edge Vierendeel girder 3 and lower limb Vierendeel girder 4 respectively with the connecting plate 6 on frame column.
The specific embodiment of the present invention is described in conjunction with accompanying drawing although above-mentioned; but not limiting the scope of the invention; one of ordinary skill in the art should be understood that; on the basis of technical scheme, those skilled in the art need not pay various amendments or deformation that creative work can make still within protection scope of the present invention.
Claims (7)
1. the oblique fluting of multilamellar from anti-buckling steel plate shear force wall, it is characterized in that, steel plate shear force wall including the oblique fluting of multilamellar, steel plate shear force wall is separated into several oblique strips by the slotted eye of oblique slot, the fluting direction of the oblique slot of same layer steel plate shear force wall is identical, and the oblique slot of adjacent two layers steel plate shear force wall is in opposite direction；Bondd by damping rubber between adjacent two layers steel plate shear force wall；The surrounding adjoining edge framework of described multilayer steel plates shear wall；Under reciprocal horizontal seismic loading, the oblique strip of equidirectional is respectively at unidirectional tension or the state of unidirectional pressurized, utilizes the tension stiffness of the oblique strip of certain layer of tension, provides out-of-plane support to the oblique strip of other layer pressurized, limit its flexing, it is achieved from anti-buckling.
2. the oblique fluting of a kind of multilamellar as claimed in claim 1 from anti-buckling steel plate shear force wall, it is characterized in that, described damping rubber participate in dissipation seismic energy.
3. the oblique fluting of a kind of multilamellar as claimed in claim 1 from anti-buckling steel plate shear force wall, it is characterized in that, the oblique slot on described each layer of steel plate shear force wall is arranged in parallel in same direction, and the oblique slot of described each row is discontinuously arranged.
4. the oblique fluting of a kind of multilamellar as claimed in claim 1 from anti-buckling steel plate shear force wall, it is characterized in that, the number of plies of described steel plate shear force wall is the odd number more than 1.
5. the oblique fluting of a kind of multilamellar as claimed in claim 1 from anti-buckling steel plate shear force wall, it is characterized in that, in described multilayer steel plates shear wall, the steel plate shear force wall gross thickness that the steel plate shear force wall gross thickness in same oblique slot direction is opposite to that with oblique slot direction is equal；From intermediate layer, steel plate shear force wall is counted, and the steel plate shear force wall thickness on lateral symmetry position is identical.
6. the oblique fluting of a kind of multilamellar as claimed in claim 1 from anti-buckling steel plate shear force wall, it is characterized in that, described edge frame is welded to connect plate, described steel plate shear force wall and connecting plate are by high-strength bolt one side shear connection.
7. the manufacture method from anti-buckling steel plate shear force wall of the oblique fluting of multilamellar as claimed in claim 1, is characterized in that, comprise the following steps:
(1) according to the floor height of proposed building and post from width and the height of determining steel plate shear force wall；
(2) according to building aseismicity specification to structure anti-side rigidity, surrender bearing capacity and the requirement of energy dissipation capacity, it is determined that the width of oblique strip between the width of oblique slotted eye on the thickness of each layer of steel plate, steel plate, the width of oblique slotted eye discontinuities steel plate and oblique slotted eye；The steel plate gross thickness that the thickness of steel plate meets the steel plate gross thickness in same oblique slot direction opposite to that with oblique slot direction is equal；
(3) the surrender bearing capacity according to steel plate shear force wall, it is determined that the thickness of connecting plate and the model of high-strength bolt；
(4) during in-site installation, according to the principle that the oblique slot of every adjacent two layers steel plate is in opposite direction, pasted by damping rubber between the steel plate of every adjacent two layers, form steel plate shear force wall；
(5) left hand edge frame column, right hand edge frame column, top edge Vierendeel girder and lower limb Vierendeel girder are connected in the surrounding of steel plate shear force wall respectively through connecting plate.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410777975.5A CN105756227B (en) | 2014-12-15 | 2014-12-15 | A kind of oblique fluting of multilayer from anti-buckling steel plate shear force wall and preparation method thereof |
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| CN201410777975.5A CN105756227B (en) | 2014-12-15 | 2014-12-15 | A kind of oblique fluting of multilayer from anti-buckling steel plate shear force wall and preparation method thereof |
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| CN105756227A true CN105756227A (en) | 2016-07-13 |
| CN105756227B CN105756227B (en) | 2017-10-31 |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436974A (en) * | 2016-12-07 | 2017-02-22 | 福建工程学院 | Anti-buckling steel plate shear wall with combined vertical seams |
| CN106894537A (en) * | 2017-04-19 | 2017-06-27 | 智性科技南通有限公司 | A kind of assembling type partition wall constraining anti-buckling supporting member and its installation method |
| CN106930434A (en) * | 2017-04-19 | 2017-07-07 | 青岛腾远设计事务所有限公司 | Reduce the non-stiffened steel plate shear wall of circular-arc cut of vertical load influence |
| CN107254924A (en) * | 2017-04-19 | 2017-10-17 | 青岛腾远设计事务所有限公司 | The making of the non-stiffened steel plate shear wall of circular-arc cut and construction method |
| CN107386748A (en) * | 2017-09-19 | 2017-11-24 | 沈阳建筑大学 | A kind of antidetonation right-angled intersection is tiltedly slotted corrugated steel shear wall |
| CN109555242A (en) * | 2018-12-04 | 2019-04-02 | 黄河水利职业技术学院 | A kind of anti-buckling steel plate shear wall structure of energy-dissipating and shock-absorbing |
| CN111236490A (en) * | 2020-02-26 | 2020-06-05 | 西安建筑科技大学 | Two coincide steel sheet shear wall structures that slot to one side |
| CN111236489A (en) * | 2020-02-26 | 2020-06-05 | 西安建筑科技大学 | Full-strengthening center-aligned oblique-slit steel plate wall structure |
| WO2020114031A1 (en) * | 2018-12-07 | 2020-06-11 | 青岛理工大学 | Double steel plate composite shear wall having external pressure-bearing and untensioned concrete embedded damping interlayer |
| CN114856035A (en) * | 2022-04-15 | 2022-08-05 | 北京建筑大学 | Assembled coincide and crack buckling restrained steel sheet shear wall structure |
| CN117432101A (en) * | 2023-12-21 | 2024-01-23 | 西南石油大学 | Assembled CFRP-slotted steel plate shear wall structure and assembling method thereof |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436974A (en) * | 2016-12-07 | 2017-02-22 | 福建工程学院 | Anti-buckling steel plate shear wall with combined vertical seams |
| CN106894537A (en) * | 2017-04-19 | 2017-06-27 | 智性科技南通有限公司 | A kind of assembling type partition wall constraining anti-buckling supporting member and its installation method |
| CN106930434A (en) * | 2017-04-19 | 2017-07-07 | 青岛腾远设计事务所有限公司 | Reduce the non-stiffened steel plate shear wall of circular-arc cut of vertical load influence |
| CN107254924A (en) * | 2017-04-19 | 2017-10-17 | 青岛腾远设计事务所有限公司 | The making of the non-stiffened steel plate shear wall of circular-arc cut and construction method |
| CN106894537B (en) * | 2017-04-19 | 2022-09-20 | 智性科技南通有限公司 | Assembled partition wall restrained buckling-restrained supporting member and mounting method thereof |
| CN107386748A (en) * | 2017-09-19 | 2017-11-24 | 沈阳建筑大学 | A kind of antidetonation right-angled intersection is tiltedly slotted corrugated steel shear wall |
| CN109555242A (en) * | 2018-12-04 | 2019-04-02 | 黄河水利职业技术学院 | A kind of anti-buckling steel plate shear wall structure of energy-dissipating and shock-absorbing |
| WO2020114031A1 (en) * | 2018-12-07 | 2020-06-11 | 青岛理工大学 | Double steel plate composite shear wall having external pressure-bearing and untensioned concrete embedded damping interlayer |
| CN111236490A (en) * | 2020-02-26 | 2020-06-05 | 西安建筑科技大学 | Two coincide steel sheet shear wall structures that slot to one side |
| CN111236489A (en) * | 2020-02-26 | 2020-06-05 | 西安建筑科技大学 | Full-strengthening center-aligned oblique-slit steel plate wall structure |
| CN114856035A (en) * | 2022-04-15 | 2022-08-05 | 北京建筑大学 | Assembled coincide and crack buckling restrained steel sheet shear wall structure |
| CN114856035B (en) * | 2022-04-15 | 2023-09-26 | 北京建筑大学 | Assembled coincide slotting buckling-restrained steel plate shear wall structure |
| CN117432101A (en) * | 2023-12-21 | 2024-01-23 | 西南石油大学 | Assembled CFRP-slotted steel plate shear wall structure and assembling method thereof |
| CN117432101B (en) * | 2023-12-21 | 2024-03-05 | 西南石油大学 | Assembled CFRP-slotted steel plate shear wall structure and assembling method thereof |
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