CN103835400B - A kind of pre-stressed steel plate shear wall - Google Patents
A kind of pre-stressed steel plate shear wall Download PDFInfo
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- CN103835400B CN103835400B CN201410086539.3A CN201410086539A CN103835400B CN 103835400 B CN103835400 B CN 103835400B CN 201410086539 A CN201410086539 A CN 201410086539A CN 103835400 B CN103835400 B CN 103835400B
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- steel plate
- edge member
- vierendeel girder
- otic placode
- shear wall
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Abstract
A kind of pre-stressed steel plate shear wall belongs to technical field of structural engineering. Pre-stressed steel plate shear wall comprises embedded steel plate, prestress element, connection otic placode, bracket, edge member, Vierendeel girder and frame column. In above-mentioned pre-stressed steel plate shear wall, embedded steel plate is connected with edge member bolt; Prestress element be connected otic placode connect; Prestress element, connection otic placode are arranged in embedded steel plate bilateral symmetry; Vertical edge member and horizontal edge member are by being welded to connect; Connect otic placode and be arranged symmetrically with at position, the Vierendeel girder edge of a wing, and weld with Vierendeel girder; Horizontal edge member is connected with Vierendeel girder welding or bolt; Bracket is connected with vertical edge member and embedded Plate Welding; Vierendeel girder is with frame column welding or bolt is connected or bolt weldering mixes connection. The novel lateral resistant member of one of the present invention, it has, and anti-seismic performance is good, ductility is high, the power consumption features such as hysteretic loop is full, is a kind of superior energy dissipation member.
Description
Technical field
The present invention relates to a kind of novel pre-stressed steel plate shear wall, belong to technical field of structural engineering.
Background technology
At present, adopt in the world steel plate shear force wall to have building more than 20 as the building of main lateral resistant member, be mainly distributed in the Areas of High Earthquake Intensity district such as North America and Japan. Since Nippon Steel Corporation in 1970 is applied in building by steel plate shear force wall, existing more than 40 year of the development of steel plate shear force wall. Steel plate shear wall structure system is made up of embedded steel plate and edge member, and edge member comprises edge girder and edge posts. Embedded steel plate conventionally and edge member connect and compose lateral resisting structure system, this structural system can be considered the cantilever beam fixing on the ground.
According to the thickness of embedded steel plate, steel plate shear force wall can be divided into steel plate shear wall and thin steel plate shear wall; According to whether ribbing of surface of steel plate, steel plate shear force wall can be divided into stiffening rib steel plate shearing force wall and non-stiffening rib steel plate shearing force wall; Whether crack according to surface of steel plate, steel plate shear force wall can be divided into slotted steel plate shear wall and slotted steel plate shear wall not; Whether arrange concrete slab according to steel plate side, steel plate shear force wall can be divided into steel plate-concrete combined shear wall and general steel plate shear wall. Although thin steel plate shear wall has good economic benefit, its easier flexing. Other forms of steel plate shear force wall is target mainly with the deformity out of plane that stops steel plate greatly, allows steel plate keep as much as possible planar working to consume more energy.
In China's " Technical Specification for Steel Structure of Tall Buildings " JGJ99-98, annex four specifies, for preventing steel plate shear force wall generation shear buckling, should be using the shear buckling bearing capacity of steel plate as its ultimate bearing capacity, or make by steel plate is put more energy into, before its surrender, flexing does not occur. In fact, above two kinds of modes are all partial to conservative and cost is higher, are unfavorable for development and the application of steel plate shear force wall. Along with both at home and abroad, to the going deep into of steel plate shear force wall research, after the flexing of steel plate shear force wall, performance has obtained paying close attention to widely, and steel plate shear force wall still has higher bearing capacity, good ductility and stable energy dissipation capacity after flexing. The Post-Bucking Strength that makes full use of steel plate shear force wall not only can make structure obtain good anti-seismic performance, and can significantly reduce steel using amount, reduces cost, increases economic efficiency.
Summary of the invention
The present invention proposes a kind of novel pre-stressed steel plate shear wall, its object is, overcome thin steel plate shear wall and can not give full play to the shortcoming of the strength and ductility of steel because of too early flexing, improved flat lateral stability and the ultimate bearing capacity of steel plate shear force wall, given full play to the advantage of steel.
Do not establish the thin steel plate shear wall of prestress element, when load is during along a directive effect, embedded steel plate generation flexing also forms pull strap, is accompanied by larger face and is out of shape outward; In the time of external load acting in opposition, pull strap originally, by reverse pressurized, no longer provides rigidity; Meanwhile, original pressurized zone will be transited into pulling force zone, but due to larger lateral deflection distortion once occurring under higher level's load, be out of shape the process that is stretched to " open and flat ", until the formation of reversal interlocking relay band therefore have. In this course, steel plate cannot bearing load, and structure only depends on beam column to bear external load, and the pulling force field being anchored at like this on framework can produce larger additional bending moment to side column, has increased the stable burden of pillar. So the setting of prestress element, has limited the larger deformity out of plane after embedded steel plate flexing on the one hand, and sidewise restraint is provided; On the other hand, when load reversal does the used time, prestress element can bear external load effect, avoids increasing the burden of pillar. And steel plate wall is only connected with Vierendeel girder, the defect of having avoided four limit junction steel plate walls not punch, so can well be applied in many high-rise steel structure as lateral resistant member.
Traditional steel plate shear force wall is the flat lateral stability of controlling steel plate shear force wall by ribbed stiffener is set on steel plate, belong to passive control method, the present invention on steel plate shear force wall initiatively apply prestressing force, control the flat lateral stability of steel plate shear force wall, simultaneously, prestressed cable or prestressed draw-bar can be born certain pulling force in the pull strap direction of steel plate shear force wall, belong to control method initiatively. And steel plate shear force wall is only connected with structural beams, avoids increasing the burden of structural column. All members of this invention can be in factory process, and then, in assembling on the spot, construction is simple, reduces cost, is applicable to assembling type steel structure.
The pre-stressed steel plate shear wall that the present invention proposes, is characterized in that, comprises embedded steel plate 1, prestress element 2, connects otic placode 3, bracket 4, edge member, Vierendeel girder 7 and frame column 8. It is the sheet metal of 5-10mm that described embedded steel plate 1 adopts thickness; Described prestress element 2 adopts prestressed cable or prestressed draw-bar; Described connection otic placode 3 is the end otic placode of fixing prestressed cable or prestressed draw-bar; Described edge member is vertical edge member 5 and horizontal edge member 6, and described vertical edge member 5 is two limb T steels, the double angle that described horizontal edge member 6 is parallel placement, and the distance between the two limbs of reserved two limb T steels between double angle; Described embedded steel plate 1 is connected with vertical edge member 5, and embedded steel plate 1 is connected with horizontal edge member 6; Described connection otic placode 3 is fixed at described prestress element 2 two ends; Described connection otic placode 3 is connected with vertical edge member 5, connects otic placode 3 and is connected with Vierendeel girder 7; Described bracket 4 is connected with embedded steel plate 1 and vertical edge member 5; Described vertical edge member 5 is connected with horizontal edge member 6; Described horizontal edge member 6 is connected with described Vierendeel girder 7; Described Vierendeel girder 7 is connected with described frame column 8; Described prestress element 2, described connection otic placode 3, described bracket 4 are arranged in described embedded steel plate 1 bilateral symmetry.
In above-mentioned pre-stressed steel plate shear wall, described embedded steel plate 1 adopts welding with described bracket 4.
In above-mentioned pre-stressed steel plate shear wall, described embedded steel plate 1 is connected with described vertical edge member 5 bolts, and embedded steel plate 1 is connected with the bolt of described horizontal edge member 6.
In above-mentioned pre-stressed steel plate shear wall, described vertical edge member 5 and described horizontal edge member 6 weld.
In above-mentioned pre-stressed steel plate shear wall, state connection otic placode 3 and be arranged symmetrically with at described Vierendeel girder 7 positions, the edge of a wing, and weld with Vierendeel girder 7.
In above-mentioned pre-stressed steel plate shear wall, described horizontal edge member 6 welds with described Vierendeel girder 7 or bolt is connected.
In above-mentioned pre-stressed steel plate shear wall, described Vierendeel girder 7 welds with described frame column 8 or bolt is connected or bolt weldering mixes connection.
The present invention by prestress element being set on four angles, can effectively limit steel plate wall deformity out of plane to traditional thin steel plate shear wall, improves anti-side rigidity, power consumption and the ductile performance of steel plate wall. Traditional steel plate shear force wall is the flat lateral stability of controlling steel plate shear force wall by ribbed stiffener is set on steel plate, belong to passive control method, the present invention on steel plate shear force wall initiatively apply prestressing force, control the flat lateral stability of steel plate shear force wall, simultaneously, prestressed cable or prestressed draw-bar can be born certain pulling force in the pull strap direction of steel plate shear force wall, belong to control method initiatively. And steel plate shear force wall is only connected with structural beams, avoids increasing the burden of structural column. All members of this invention can be in factory process, and then, in assembling on the spot, construction is simple, reduces cost, is applicable to assembling type steel structure.
The novel lateral resistant member of one that pre-stressed steel plate shear wall provided by the invention is high-rise building steel structure or other structure.
Brief description of the drawings:
Fig. 1 is pre-stressed steel plate shear wall structure schematic diagram of the present invention.
Fig. 2 is pre-stressed steel plate shear-wall element exploded view of the present invention.
Detailed description of the invention:
Below in conjunction with accompanying drawing, the present invention is described in detail:
As shown in Figure 1, 2,1-embedded steel plate, 2-prestress element, 3-connection otic placode, 4-bracket, 5-vertical edge member, 6-horizontal edge member, 7-Vierendeel girder, 8-frame column.
Described band prestress element steel plate shear force wall comprises embedded steel plate 1, prestress element 2, connects otic placode 3, bracket 4, edge member, Vierendeel girder 7 and frame column 8. It is the sheet metal of 5-10mm that described embedded steel plate 1 adopts thickness; Described prestress element 2 adopts prestressed cable or prestressed draw-bar; Described connection otic placode 3 is the end otic placode of fixing prestressed cable or prestressed draw-bar; Described edge member is vertical edge member 5 and horizontal edge member 6, and described vertical edge member 5 is two limb T steels, the double angle that described horizontal edge member 6 is parallel placement, and the distance between the two limbs of reserved two limb T steels between double angle; Described embedded steel plate 1 is connected with vertical edge member 5, and embedded steel plate 1 is connected with horizontal edge member 6; Described connection otic placode 3 is fixed at described prestress element 2 two ends; Described connection otic placode 3 is connected with vertical edge member 5, connects otic placode 3 and is connected with Vierendeel girder 7; Described bracket 4 is connected with embedded steel plate 1 and vertical edge member 5; Described vertical edge member 5 with horizontal edge member 6 by being connected; Described horizontal edge member 6 is connected with described Vierendeel girder 7; Described Vierendeel girder 7 is connected with described frame column 8; Described prestress element 2, described connection otic placode 3, described bracket 4 are arranged in described embedded steel plate 1 bilateral symmetry.
In above-mentioned pre-stressed steel plate shear wall, described embedded steel plate 1 adopts welding with described bracket 4. Described embedded steel plate 1 is connected with described vertical edge member 5 bolts, and embedded steel plate 1 is connected with the bolt of described horizontal edge member 6. Described vertical edge member 5 and described horizontal edge member 6 weld. State connection otic placode 3 and be arranged symmetrically with at described Vierendeel girder 7 positions, the edge of a wing, and weld with Vierendeel girder 7. Described horizontal edge member 6 welds with described Vierendeel girder 7 or bolt is connected. Described Vierendeel girder 7 welds with described frame column 8 or bolt is connected or bolt weldering mixes connection.
The out of plane stiffness of above-mentioned pre-stressed steel plate shear wall is very large, can effectively control transport, installs and use the deformity out of plane in engineering, keeps the firm safety of steel plate.
The pre-stressed steel plate shear wall that the present invention proposes is the improvement to traditional plain plate shear wall, prestressed structure is applied wherein, adopt control mode initiatively to control the flat lateral stability of steel plate, improve the defect of the easy flexing of conventional steel plates shear wall, improved the lateral resistant ability of steel plate shear force wall. All members of the present invention can be processed and install in factory, are then transported to building site and assemble, and use manpower and material resources sparingly, and reduce cost.
Claims (7)
1. a pre-stressed steel plate shear wall, is characterized in that, comprise embedded steel plate (1),Prestress element (2), connection otic placode (3), bracket (4), edge member, Vierendeel girder (7)And frame column (8); Described embedded steel plate (1) adopts the sheet metal that thickness is 5-10mm;Described prestress element (2) adopts prestressed cable or prestressed draw-bar; Described connection otic placode(3) for fixing the end otic placode of prestressed cable or prestressed draw-bar; Described edge member isVertical edge member (5) and horizontal edge member (6), described vertical edge member (5) isTwo limb T steels, the double angle that described horizontal edge member (6) is parallel placement, and two angleDistance between steel between the two limbs of reserved two limb T steels; Described embedded steel plate (1) is with verticalEdge member (5) connects, and embedded steel plate (1) is connected with horizontal edge member (6); InstituteState prestress element (2) two ends and be fixed on described connection otic placode (3); Described connection otic placode(3) be connected with vertical edge member (5), connect otic placode (3) and be connected with Vierendeel girder (7);Described bracket (4) is connected with embedded steel plate (1) and vertical edge member (5); DescribedVertical edge member (5) be connected with horizontal edge member (6); Described horizontal edge member(6) be connected with described Vierendeel girder (7); Described Vierendeel girder (7) and described frame column (8)Connect; Described prestress element (2), described connection otic placode (3), described bracket (4) existDescribed embedded steel plate (1) bilateral symmetry is arranged.
2. pre-stressed steel plate shear wall according to claim 1, is characterized in that, instituteState embedded steel plate (1) and adopt welding with described bracket (4).
3. pre-stressed steel plate shear wall according to claim 1, is characterized in that, instituteState embedded steel plate (1) and be connected with described vertical edge member (5) bolt, embedded steel plate (1)Be connected with the bolt of described horizontal edge member (6).
4. pre-stressed steel plate shear wall according to claim 1, is characterized in that, instituteState vertical edge member (5) and described horizontal edge member (6) welding.
5. pre-stressed steel plate shear wall according to claim 1, is characterized in that, instituteState connection otic placode (3) and be arranged symmetrically with at described Vierendeel girder (7) position, the edge of a wing, and and Vierendeel girder(7) welding.
6. pre-stressed steel plate shear wall according to claim 1, is characterized in that, instituteStating horizontal edge member (6) is connected with described Vierendeel girder (7) welding or bolt.
7. pre-stressed steel plate shear wall according to claim 1, is characterized in that, instituteState the welding of Vierendeel girder (7) and described frame column (8) or bolt is connected or bolt weldering mixes companyConnect.
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| CN201410086539.3A CN103835400B (en) | 2014-03-10 | 2014-03-10 | A kind of pre-stressed steel plate shear wall |
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| CN201410086539.3A CN103835400B (en) | 2014-03-10 | 2014-03-10 | A kind of pre-stressed steel plate shear wall |
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| CN103835400A CN103835400A (en) | 2014-06-04 |
| CN103835400B true CN103835400B (en) | 2016-05-25 |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104481057A (en) * | 2014-11-06 | 2015-04-01 | 安徽鸿路钢结构(集团)股份有限公司 | Stay cable type steel plate shear wall |
| CN108487504A (en) * | 2018-04-03 | 2018-09-04 | 清华大学 | A kind of prefabricated assembled double steel plate shear wall combined structure of easy-to-mount unit |
| CN111305422B (en) * | 2020-05-11 | 2020-08-04 | 中国船舶重工集团国际工程有限公司 | Assembled prestress buckling-restrained short-leg box-shaped thin steel plate shear wall structure and construction method |
| CN112609823A (en) * | 2020-12-03 | 2021-04-06 | 长安大学 | Steel frame structure internally filled with energy-consuming truss and installation method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0849444A (en) * | 1994-08-10 | 1996-02-20 | Hazama Gumi Ltd | Earthquake-resisting wall |
| CN201539031U (en) * | 2009-08-07 | 2010-08-04 | 清华大学 | Buckling inhibited shear wall with slideable stiffened steel sections and embedded steel plates |
| CN201883570U (en) * | 2010-12-24 | 2011-06-29 | 中国中建设计集团有限公司 | Vented energy-dissipation steel plate wall |
| CN103410247A (en) * | 2013-06-09 | 2013-11-27 | 东南大学 | Two-side-connection lateral-reinforcing and unequal-height vertical-gap forming steel plate shear wall |
| CN103437456A (en) * | 2013-08-08 | 2013-12-11 | 欧进萍 | Anti-buckling oblique notching steel plate energy dissipation shear wall |
-
2014
- 2014-03-10 CN CN201410086539.3A patent/CN103835400B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0849444A (en) * | 1994-08-10 | 1996-02-20 | Hazama Gumi Ltd | Earthquake-resisting wall |
| CN201539031U (en) * | 2009-08-07 | 2010-08-04 | 清华大学 | Buckling inhibited shear wall with slideable stiffened steel sections and embedded steel plates |
| CN201883570U (en) * | 2010-12-24 | 2011-06-29 | 中国中建设计集团有限公司 | Vented energy-dissipation steel plate wall |
| CN103410247A (en) * | 2013-06-09 | 2013-11-27 | 东南大学 | Two-side-connection lateral-reinforcing and unequal-height vertical-gap forming steel plate shear wall |
| CN103437456A (en) * | 2013-08-08 | 2013-12-11 | 欧进萍 | Anti-buckling oblique notching steel plate energy dissipation shear wall |
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Effective date of registration: 20200624 Address after: 050000 room 2103, unit 2, building 17, Everest international, No.180, Zhufeng street, hi tech Zone, Shijiazhuang City, Hebei Province Patentee after: Hebei Hao Zhen Intellectual Property Agency Service Co.,Ltd. Address before: 100124 Chaoyang District, Beijing Ping Park, No. 100 Patentee before: Beijing University of Technology |
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Effective date of registration: 20200826 Address after: No.5, Chuangxin Road, Lianshui Economic Development Zone, Huaian City, Jiangsu Province Patentee after: Jiangsu Lvyi Hangxiao Steel Structure Engineering Co.,Ltd. Address before: 050000 room 2103, unit 2, building 17, Everest international, No.180, Zhufeng street, hi tech Zone, Shijiazhuang City, Hebei Province Patentee before: Hebei Hao Zhen Intellectual Property Agency Service Co.,Ltd. |