CN103382746A - Buckling restrained steel plate shear wall with out-plane deformation space - Google Patents
Buckling restrained steel plate shear wall with out-plane deformation space Download PDFInfo
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- CN103382746A CN103382746A CN2013102947694A CN201310294769A CN103382746A CN 103382746 A CN103382746 A CN 103382746A CN 2013102947694 A CN2013102947694 A CN 2013102947694A CN 201310294769 A CN201310294769 A CN 201310294769A CN 103382746 A CN103382746 A CN 103382746A
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Abstract
The invention discloses a buckling restrained steel plate shear wall with out-plane deformation space and belongs to the technical field of structural engineering. The shear wall comprises an embedded steel plate, concrete cover plates, edge members and at least eight longitudinal stiffening ribs, wherein the edge members comprise edge beams and edge columns; the embedded steel plate is fixedly connected with the edge beams; the longitudinal stiffening ribs are symmetrically fixed on two sides of the embedded steel plate; every two adjacent longitudinal stiffening ribs on the same side form a longitudinal stiffening rib group; the distance between every two adjacent longitudinal stiffening rib groups ranges from 200 to 300 mm; all the concrete cover plates are fixed on the embedded steel plate between the two longitudinal stiffening ribs of each longitudinal stiffening rib group through connecting pieces; clearances are reserved between the concrete cover plates and the edge members, the reinforcing parts of the longitudinal stiffening ribs and the embedded steel plates. The shear wall has higher lateral stiffness and later bearing capacity and can effectively dissipate earthquake energy under the action of a rare earthquake.
Description
Technical field
The present invention relates to technical field of structural engineering, specifically relate to a kind of energy-consuming shear wall with larger anti-side rigidity, higher later stage supporting capacity.
Background technology
Steel plate shear force wall is a kind of novel lateral resisting structure that 20 century 70s grow up, and it has ductility and ductility, larger lateral rigidity, stronger energy dissipation capacity preferably, and anti-seismic performance is outstanding.The developed country such as the U.S., the Japan Practical Project that taken the lead in being applied to, in recent years, the high earthquake intensity of the part of China area also begins to use gradually, as: the Jin Ta of Tianjin, Shanghai Jinjiang Hotel etc.The design of early stage steel plate shear force wall as ultimate limit states, causes the very thick or stiffening rib very dense of steel plate with the elastic buckling load, causes the waste of material and the increase of cost.Yet for steel sheet, its lateral resisting is mainly derived from the pull strap that forms after the steel plate flexing, and the existence of pull strap makes the hysteresis loop of steel sheet wall have the serious phenomenon of pinching, and also is accompanied by simultaneously the larger sound during steel plate flexing.
From the implementation result of traditional anti-buckling steel plate shear force wall, because normal metope area is too large, adopt a prefabricated concrete cover, be easy to cracking in making, transportation and work progress, the on-the-spot installation also has difficulties.In addition from stressed effect, due to close contact between concrete cover and steel sheet, do not interspace both, the flexing of embedded steel plate just is subject to the constraint of concrete cover from the beginning, concrete cover is in always is subjected among curved state, concrete cover has been caused overcharge, and the failure that concrete cover may be too early weakens the effect of contraction of embedded steel plate thereupon.
Summary of the invention
The object of the invention is, provides a kind of and has larger anti-side rigidity, higher later stage supporting capacity, and the steel plate shear force wall of the seismic energy that can effectively dissipate under the rarely occurred earthquake effect.
The present invention is achieved through the following technical solutions this purpose:
A kind of buckling-restrained steel plate shear force wall with the outer deformation space of face comprises embedded steel plate, concrete cover, edge member, at least eight longitudinal stiffeners; Described edge member comprises edge girder, edge posts, and described embedded steel plate and edge girder are fixedly linked; Described longitudinal stiffener is symmetrically fixed on embedded steel plate both sides, describedly is positioned at the same side and adjacent every two longitudinal stiffeners are a longitudinal stiffener group; Distance between described adjacent two longitudinal stiffener groups is 200～300mm; Described every block concrete cover plate is fixed in the longitudinal stiffener group on the embedded steel plate between two longitudinal stiffeners by connector; All there is the gap between the reinforcing section of described concrete cover and edge member, longitudinal stiffener, embedded steel plate.
Further, the 3～30mm in the gap between described concrete cover and embedded steel plate.
Further, the gap between described concrete cover and edge member is 10～50mm.Gap between the reinforcing section of described concrete cover and longitudinal stiffener is 10～50mm.
Further, described embedded steel plate and at least one edge posts are fixedly linked.
Further, the buckling-restrained steel plate shear force wall with the outer deformation space of face also comprises transverse stiffener, and described transverse stiffener is symmetrically fixed on embedded steel plate both sides, and is positioned at the both sides up and down of concrete cover; There is the gap of 10～50mm between the reinforcing section of described concrete cover and transverse stiffener.
The present invention is by arranging longitudinal stiffener in traditional steel plate shear force wall both sides, make steel plate shear force wall be divided into the block of different sizes, wherein the part between two longitudinal stiffeners is large block in the longitudinal stiffener group, and the part between two longitudinal stiffener groups is block of cells; Between large block longitudinal stiffener, concrete cover is set, can effectively prevent the outer flexing of shearing metope, improve power consumption, lateral rigidity and the ductile performance of steel plate shear force wall, and overcome the making that in reality, employing monoblock concrete cover brings and the difficulty of construction.Distance between described adjacent two longitudinal stiffener groups is 200～300mm, this distance one is the convenience that guarantees the stiffening rib welding, another is to consider because general embedded steel plate in actual use is generally that 2-5mm is thick, the definition depth-width ratio is slab less than 150 plate, 200-300mm can be controlled at block of cells the scope of slab all the time, thereby guarantees not occur flexing.
Between described concrete cover and embedded steel plate, the gap is set, can avoids the flexing of embedded steel plate to be subject to from the beginning the constraint of concrete cover, and then prevent the failure that concrete cover is too early, improve the anti-side rigidity of shear wall.
This buckling-restrained steel plate shear force wall with the outer deformation space of face can provide larger anti-side rigidity, can effectively consume energy under geological process, and fabrication and installation are simple and easy, and excellent market application foreground is arranged.Like this, even with respect to thinner steel plate shear force wall, also can obtain higher energy dissipation capacity and ductility, and effectively reduce the cost of structure.
Buckling-restrained steel plate shear force wall with the outer deformation space of face provided by the invention can be used as a kind of novel lateral resistant member and the dissipative member of high-rise building steel structure or other structure, it have power consumption well, rigidity is high, ductility is strong, hysteresis is full, make the characteristics such as easy construction, is a kind of superior energy-dissipating and shock-absorbing member.
Description of drawings
Describe the present invention below in conjunction with accompanying drawing.
Fig. 1 is the front view of the embodiment of the present invention one.
Fig. 2 is the A-A cross sectional view of shear wall shown in Figure 1.
Fig. 3 is the exploded view of the embodiment of the present invention one.
Fig. 4 is the structural representation of concrete cover in Fig. 1.
Fig. 5 is the exploded view of the embodiment of the present invention two.
In figure: the embedded steel plate of 1-, 2-concrete cover, 3-longitudinal stiffener, 4-edge girder, 5-edge posts, 6-connector, 7-transverse stiffener, 8-two way system.
The specific embodiment
Fig. 1 is to Figure 3 shows that the present invention has the embodiment one of the buckling-restrained steel plate shear force wall of deformation space outside face.
This shear wall comprises embedded steel plate 1, concrete cover 2, edge member, eight longitudinal stiffeners 3.Described embedded steel plate 1 adopts the high ductility steel of low-yield or the high ductility steel of high strength.Described edge member comprises edge girder 4, edge posts 5, and described embedded steel plate 1 and is fixedly linked with edge girder 4 between upper and lower two edges beam 4.Described longitudinal stiffener 3 is symmetrically fixed on embedded steel plate 1 both sides, and namely each side of embedded steel plate 1 all arranges four longitudinal stiffeners 3; Describedly be positioned at the same side and adjacent every two longitudinal stiffeners 3 are a longitudinal stiffener group, so described shear wall has four longitudinal stiffener groups.Described every block concrete cover plate 2 is fixed in the longitudinal stiffener group on the embedded steel plate 1 between two longitudinal stiffeners 3 by connector 6, thereby will reduce the volume of every block concrete cover plate 2, reduce the possibility that concrete cover 2 ftractures in making, transportation and work progress, also be convenient to simultaneously install.
Distance between described adjacent two longitudinal stiffener groups is 200～300mm, this distance one is the convenience that guarantees the stiffening rib welding, another is to consider because general embedded steel plate in actual use is generally that 2～5mm is thick, the definition depth-width ratio is slab less than 150 plate, 200-300mm can be controlled at block of cells the scope of slab all the time, thereby guarantees not occur flexing.Between large block longitudinal stiffener, concrete cover is set, can effectively prevent the outer flexing of shearing metope, improve power consumption, lateral rigidity and the ductile performance of steel plate shear force wall, and overcome the making that in reality, employing monoblock concrete cover brings and the difficulty of construction.
Have the gap between described concrete cover 2 and edge member, the size in gap is 10～50mm; Also have the gap between the reinforcing section of described concrete cover 2 and longitudinal stiffener 3, the size in gap is 10～50mm.Between the reinforcing section of described concrete cover 2 and edge member, longitudinal stiffener 3, the gap is set, can guarantees shear wall concrete cover 2 and mutual unlikely the bumping of the reinforcing section of edge member, longitudinal stiffener 3 in loading process.The reinforcing section of described longitudinal stiffener 3 refers in longitudinal stiffener 3 and the perpendicular part of embedded steel plate 1.
Have the gap between described concrete cover 2 and embedded steel plate 1, the size in gap is 3～30mm.Between described concrete cover 2 and embedded steel plate 1, the gap is set, can avoids the flexing of embedded steel plate 1 to be subject to from the beginning the constraint of concrete cover 2, and then prevent the failure that concrete cover 2 is too early, improve the anti-side rigidity of shear wall.
1 design principles that interspaces in advance of the concrete cover 2 of shear wall and embedded steel plate is:
(1) determine the ultimate shear-carrying capacity design formulas of shear wall:
F
v＝θ·a·t
p·f
v
Wherein a is the transverse width of embedded steel plate 1; t
pThickness for embedded steel plate 1; f
vShear buckling intensity for embedded steel plate 1; θ is reduction coefficient, generally is taken as 0.7～0.9.
(2) consider geological process by middle shake, consider the interaction computation structure internal force of each assembly of shear wall; Under little shake effect, consider that shear wall keeps elastic stage;
(3) one of design key of shear wall is the thickness that calculates embedded steel plate 1, principle is to guarantee that embedded steel plate 1 can enter surrender stage and power consumption under large shake effect, design should guarantee the destruction of embedded steel plate 1, concrete cover 2 prior to edge frame, accomplishes " the weak wallboard of strong frame "; Under little shake effect, to satisfy shear wall requirement for bearing capacity and elastic displacement limit value;
(4) two of the design key of shear wall is the rigidity that determines concrete cover 2, and its principle is to guarantee embedded steel plate 1 flexing outside generating plane not all the time under large shake effect.
Described embedded steel plate 1 can also be with wherein an edge posts 5 or two edge posts 5 be fixedly linked.
Described longitudinal stiffener 3 is angle steel, the reinforcing section of described longitudinal stiffener 3 be in angle steel with the perpendicular one side of embedded steel plate 1.Described longitudinal stiffener 3 is fixed on embedded steel plate 1 by the mode of welding.Described connector 6 is for penetrating the another side of concrete cover 2, angle steel, the bolt of embedded steel plate 1.The another side of described angle steel partly is clipped between concrete cover 2 and embedded steel plate 1, make between concrete cover 2 and embedded steel plate 1 and form the gap, and the size in this gap equates with the thickness on angle steel this limit.Should be appreciated that, described longitudinal stiffener 3 can also be become by two steel plate splicings the form of angle steel, or other suitable structure; Gap between described concrete cover 2 and embedded steel plate 1 can also form by steel plate washer is set between concrete cover 2 and embedded steel plate 1.
As shown in Figure 4, the interior two way system 8 that arranges of described concrete cover 2 is to strengthen the rigidity of concrete cover 2.
Figure 5 shows that the present invention has the embodiment two of the buckling-restrained steel plate shear force wall of the outer deformation space of face, basic identical in the structure of this shear wall and embodiment one, its difference is, this plate shear wall also comprises transverse stiffener 7, described transverse stiffener 7 is symmetrically fixed on embedded steel plate 1 both sides, and is positioned at the both sides up and down of concrete cover 2; There is the gap of 10～50mm between the reinforcing section of described concrete cover 2 and transverse stiffener 7.The reinforcing section of described transverse stiffener 7 refers in transverse stiffener 7 and the perpendicular part of embedded steel plate 1.One that transverse stiffener 7 is set is mainly as longitudinal stiffener 3 is replenished, because concrete cover 2 only depends in the fixing situation of the connector on limit, left and right, the Buckling Loads that might occur embedded steel plate 1 in the carrying later stage is too high, the fixing situation incessantly of connector.
The above embodiment has only expressed two kinds of embodiments of the present invention, and it describes comparatively concrete and detailed, but can not therefore be interpreted as the restriction to the scope of the claims of the present invention.Should be pointed out that for the person of ordinary skill of the art, without departing from the inventive concept of the premise, can also make some distortion and improvement, these all belong to protection scope of the present invention.Therefore, the protection domain of patent of the present invention should be as the criterion with claims.
Claims (10)
1. the buckling-restrained steel plate shear force wall with the outer deformation space of face, is characterized in that: comprise embedded steel plate, concrete cover, edge member, eight longitudinal stiffeners at least; Described edge member comprises edge girder, edge posts, and described embedded steel plate and edge girder are fixedly linked; Described longitudinal stiffener is symmetrically fixed on embedded steel plate both sides, describedly is positioned at the same side and adjacent every two longitudinal stiffeners are a longitudinal stiffener group; Distance between described adjacent two longitudinal stiffener groups is 200～300mm; Described every block concrete cover plate is fixed in the longitudinal stiffener group on the embedded steel plate between two longitudinal stiffeners by connector; All there is the gap between the reinforcing section of described concrete cover and edge member, longitudinal stiffener, embedded steel plate.
2. the buckling-restrained steel plate shear force wall with the outer deformation space of face according to claim 1, is characterized in that: the 3～30mm in the gap between described concrete cover and embedded steel plate.
3. the buckling-restrained steel plate shear force wall with the outer deformation space of face according to claim 1, it is characterized in that: the gap between described concrete cover and edge member is 10～50mm.
4. the buckling-restrained steel plate shear force wall with the outer deformation space of face according to claim 3, it is characterized in that: the gap between the reinforcing section of described concrete cover and longitudinal stiffener is 10～50mm.
5. the buckling-restrained steel plate shear force wall with the outer deformation space of face according to claim 1, it is characterized in that: the thickness of described embedded steel plate guarantees that embedded steel plate can enter surrender stage and power consumption under large shake effect, and the destruction of embedded steel plate, concrete cover is prior to edge frame; Under little shake effect, satisfy shear wall requirement for bearing capacity and elastic displacement limit value.
6. the buckling-restrained steel plate shear force wall with the outer deformation space of face according to claim 5 is characterized in that: the rigidity of concrete cover guarantees embedded steel plate flexing outside generating plane not all the time under large shake effect.
7. the buckling-restrained steel plate shear force wall with the outer deformation space of face according to claim 1, it is characterized in that: described embedded steel plate and at least one edge posts are fixedly linked.
8. the buckling-restrained steel plate shear force wall with the outer deformation space of face according to claim 1 is characterized in that: also comprise transverse stiffener, described transverse stiffener is symmetrically fixed on embedded steel plate both sides, and is positioned at the both sides up and down of concrete cover; There is the gap of 10～50mm between the reinforcing section of described concrete cover and transverse stiffener.
9. the buckling-restrained steel plate shear force wall with the outer deformation space of face according to claim 1, it is characterized in that: described longitudinal stiffener is angle steel, one side part of described angle steel is between concrete cover and embedded steel plate, and the thickness of this part equates with the gap of embedded steel plate with concrete cover.
10. the described buckling-restrained steel plate shear force wall with the outer deformation space of face of according to claim 1 or 9 any one, is characterized in that: in described concrete cover, two way system is set.
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| CN201310294769.4A CN103382746B (en) | 2013-07-12 | 2013-07-12 | There is the buckling-restrained steel plate shear force wall of deformation space outside face |
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| CN103382746B CN103382746B (en) | 2015-07-29 |
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Cited By (14)
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| CN103397718A (en) * | 2013-07-23 | 2013-11-20 | 广州大学 | Buckling-restrained stiffened steel plate shear wall |
| CN103696511A (en) * | 2014-01-03 | 2014-04-02 | 广州大学 | Buckling constraint steel plate shear wall capable of being used as vertical bearing component |
| CN103924667A (en) * | 2014-04-30 | 2014-07-16 | 智性科技南通有限公司 | Prefabricated assembly type anti-buckling steel plate shear wall tall building structure system |
| CN104652645A (en) * | 2015-02-15 | 2015-05-27 | 海南大学 | Energy consumption enhancement assembly-type prefabricated shear wall |
| CN104674972A (en) * | 2015-02-07 | 2015-06-03 | 海南大学 | Assembled-type energy dissipating steel plate shear wall |
| CN105804264A (en) * | 2016-05-05 | 2016-07-27 | 上海天华建筑设计有限公司 | Shear yield energy dissipation device for preventing steel angle stiffening buckling and manufacturing method thereof |
| CN105908856A (en) * | 2016-06-22 | 2016-08-31 | 杭州铁木辛柯钢结构设计有限公司 | Prefabricated reinforcement concrete block T-shaped rib anti-buckling steel plate earthquake resistant wall |
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| CN106677379A (en) * | 2016-12-30 | 2017-05-17 | 杭州泽通建筑节能新材料有限公司 | Steel plate shear wall structure and construction method |
| CN108166648A (en) * | 2017-12-31 | 2018-06-15 | 王斐 | A kind of armor formula steel plate concrete shear wall and its arrangement and method for construction |
| CN108179827A (en) * | 2017-12-31 | 2018-06-19 | 王斐 | A kind of piecemeal assembling steel plate concrete shear force wall and its arrangement and method for construction |
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| CN103397718B (en) * | 2013-07-23 | 2015-08-26 | 广州大学 | A kind of buckling-restrained stiffening rib steel plate shearing force wall |
| CN103397718A (en) * | 2013-07-23 | 2013-11-20 | 广州大学 | Buckling-restrained stiffened steel plate shear wall |
| CN103696511A (en) * | 2014-01-03 | 2014-04-02 | 广州大学 | Buckling constraint steel plate shear wall capable of being used as vertical bearing component |
| CN103924667A (en) * | 2014-04-30 | 2014-07-16 | 智性科技南通有限公司 | Prefabricated assembly type anti-buckling steel plate shear wall tall building structure system |
| CN104674972A (en) * | 2015-02-07 | 2015-06-03 | 海南大学 | Assembled-type energy dissipating steel plate shear wall |
| CN104674972B (en) * | 2015-02-07 | 2023-07-25 | 海南大学 | Assembled power consumption steel sheet shear force wall |
| CN104652645A (en) * | 2015-02-15 | 2015-05-27 | 海南大学 | Energy consumption enhancement assembly-type prefabricated shear wall |
| CN104652645B (en) * | 2015-02-15 | 2023-07-25 | 海南大学 | Energy consumption enhancement type assembled prefabricated shear wall |
| CN105804264A (en) * | 2016-05-05 | 2016-07-27 | 上海天华建筑设计有限公司 | Shear yield energy dissipation device for preventing steel angle stiffening buckling and manufacturing method thereof |
| CN105926810B (en) * | 2016-05-26 | 2019-09-10 | 沈阳建筑大学 | Assembled energy consumption frame-shear wall |
| CN105926810A (en) * | 2016-05-26 | 2016-09-07 | 沈阳建筑大学 | Fabricated energy dissipation frame shear wall |
| CN105908856B (en) * | 2016-06-22 | 2018-03-16 | 杭州铁木辛柯钢结构设计有限公司 | The prefabricated anti-buckling steel plate seismic structural wall, earthquake resistant wall of the T-shaped rib of armored concrete block |
| CN105908856A (en) * | 2016-06-22 | 2016-08-31 | 杭州铁木辛柯钢结构设计有限公司 | Prefabricated reinforcement concrete block T-shaped rib anti-buckling steel plate earthquake resistant wall |
| CN106677379A (en) * | 2016-12-30 | 2017-05-17 | 杭州泽通建筑节能新材料有限公司 | Steel plate shear wall structure and construction method |
| CN108179827A (en) * | 2017-12-31 | 2018-06-19 | 王斐 | A kind of piecemeal assembling steel plate concrete shear force wall and its arrangement and method for construction |
| CN108222325A (en) * | 2017-12-31 | 2018-06-29 | 王斐 | A kind of long-life steel plate concrete shear wall and its arrangement and method for construction |
| CN108166648A (en) * | 2017-12-31 | 2018-06-15 | 王斐 | A kind of armor formula steel plate concrete shear wall and its arrangement and method for construction |
| CN110359590A (en) * | 2019-07-05 | 2019-10-22 | 重庆大学 | A kind of dual anti-buckling connector laterally attached for Earthquake response |
| CN110359590B (en) * | 2019-07-05 | 2024-02-23 | 重庆大学 | Dual buckling-restrained connector for lateral connection of primary and secondary structures |
| CN112127514A (en) * | 2020-10-28 | 2020-12-25 | 北京建谊投资发展(集团)有限公司 | Steel plate shear wall, building, shear wall construction method and building construction method |
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