CN103866884A - Pre-stress honeycombed section steel plate shear wall - Google Patents
Pre-stress honeycombed section steel plate shear wall Download PDFInfo
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- CN103866884A CN103866884A CN201410086514.3A CN201410086514A CN103866884A CN 103866884 A CN103866884 A CN 103866884A CN 201410086514 A CN201410086514 A CN 201410086514A CN 103866884 A CN103866884 A CN 103866884A
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Abstract
The invention relates to a pre-stress honeycombed section steel plate shear wall and belongs to the technical field of structural engineering. The pre-stress honeycombed section steel plate shear wall comprises an embedded steel plate, a connector, pre-stress rods, connecting lug plates, a bracket, edge components, a frame beam and a frame column, wherein the embedded steel plate is formed into a honeycombed shape by connecting zigzag-shaped steel plates with crest opposite to crest and valley opposite to valley through the connector; the embedded steel plate is connected with the edge components through bolts; the pre-stress rods are connected with the connecting lug plates; the pre-stress rod component and the connecting lug plates are symmetrically arranged on the two sides of the embedded steel plate; a vertical edge component is welded with a horizontal edge component; the connecting lug plates are symmetrically arranged on flange parts of the frame beam and are welded with the frame beam; the horizontal edge component is in welded or bolt connection with the frame beam; the bracket is welded with the vertical edge component and the embedded steel plate; the frame beam and the frame column are in welded connection, bolt connection or welded and bolt hybrid connection. The pre-stress honeycombed section steel plate shear wall has the characteristics of excellent anti-seismic property, high ductility, full energy-consuming hysteretic loop and the like.
Description
Technical field
The present invention relates to a kind of novel prestressing force Honeycombed section 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 semi girder 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 prestressing force Honeycombed section 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, improve 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 lateral restraint is provided; Two on the one hand, and 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 stiffening rib 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 prestressing force Honeycombed section steel plate shear wall that the present invention proposes adopts honeycombed steel plate, overcome monolithic profiled sheet globality on the one hand bad, the shortcoming that being damaged deformation is larger, also overcome on the other hand thin steel plate shear wall and can not give full play to the shortcoming of the strength and ductility of steel because of flexing too early, lateral stability and the bearing capacity of steel plate shear force wall are improved, the advantage of having given full play to steel, has reduced steel using amount, has stability feature high, with low cost.The destruction of the embedded honeycombed steel plate that the prestressing force Honeycombed section steel plate shear wall that the present invention proposes adopts only causes not because of the strength of materials, and occur in part, can meet " middle shake can be repaiied " of antidetonation three stage design, be equivalent to strengthen lateral rigidity, interior fill plate is difficult for unstability, has improved thin steel plate shear wall all the time and, prior to the defect of material flexing, has not only met the requirement of normal use, but also given full play to the strength and ductility of material, save steel.In addition, owing to having there is good ductility, greatly improve the ability of dissipation seismic energy, also can reduce to shake rear repair amount.All members of this invention can be in factory process, and then, in building site assembling, construction technology is simple, cheap, easy to utilize.
The prestressing force Honeycombed section steel plate shear wall that the present invention proposes, is characterized in that, comprises embedded steel plate 1, connector 2, prestress element 3, connects otic placode 4, bracket 5, edge member, Vierendeel girder 8 and frame column 9.It is the steel sheet of 5-10mm that described embedded steel plate 1 adopts thickness; Described embedded steel plate 1 is relative with crest by folding shape steel plate crest, and trough is relative with trough, is formed by connecting cellular by connector 2; Described connector 2 is rivet or bolt; Described prestress element 3 adopts prestressed cable or prestressed draw-bar; Described connection otic placode 4 is the end otic placode of fixing prestressed cable or prestressed draw-bar; Described edge member is that vertical edge member 6 is two limb T steels described in vertical edge member 6 and horizontal edge member 7, the double angle that described horizontal edge member 7 be parallel placement, and the distance between reserved two limb T steels pair limbs between double angle; Described embedded steel plate 1 is connected with vertical edge member 6, and embedded steel plate 1 is connected with horizontal edge member 7; Described connection otic placode 4 is fixed at described prestress element 3 two ends; Described connection otic placode 4 is connected with vertical edge member 6, connects otic placode 4 and is connected with Vierendeel girder 8; Described bracket 5 is connected with embedded steel plate 1, and bracket 5 is connected with vertical edge member 6; Described vertical edge member 6 is connected with horizontal edge member 7; Described horizontal edge member 7 is connected with described Vierendeel girder 8; Described Vierendeel girder 8 is connected with described frame column 9; Described prestress element 3, described connection otic placode 4, described bracket 5 are arranged in described embedded steel plate 1 bilateral symmetry.
In above-mentioned prestressing force Honeycombed section steel plate shear wall, described embedded steel plate 1 adopts welding with described bracket 5, and described bracket 5 welds with vertical edge member 6.
In above-mentioned prestressing force Honeycombed section steel plate shear wall, described embedded steel plate 1 is connected with vertical edge member 6 bolts, and embedded steel plate 1 is connected with the bolt of horizontal edge member 7.
In above-mentioned prestressing force Honeycombed section steel plate shear wall, described vertical edge member 6 and described horizontal edge member 7 are by being welded to connect.
In above-mentioned prestressing force Honeycombed section steel plate shear wall, described connection otic placode 4 is arranged symmetrically with at described Vierendeel girder 8 positions, the edge of a wing, and welds with Vierendeel girder 8, and described connection otic placode 4 welds with described vertical edge member 6.
In above-mentioned prestressing force Honeycombed section steel plate shear wall, described horizontal edge member 7 welds with described Vierendeel girder 8 or bolt is connected.
In above-mentioned prestressing force Honeycombed section steel plate shear wall, described Vierendeel girder 8 welds with described frame column 9 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 stiffening rib 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 prestressing force Honeycombed section 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 prestressing force Honeycombed section steel plate shear wall structural representation of the present invention.
Fig. 2 is prestressing force Honeycombed section steel plate shear wall unit decomposition figure of the present invention.
Fig. 3 is the viewgraph of cross-section of the embedded steel plate of prestressing force Honeycombed section steel plate shear wall 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-connector, 3-prestress element, 4-connection otic placode, 5-bracket, 6-vertical edge member, 7-horizontal edge member, 8-Vierendeel girder, 9-frame column.
Described prestressing force Honeycombed section steel plate shear wall, comprises embedded steel plate 1, connector 2, prestress element 3, connects otic placode 4, bracket 5, edge member, Vierendeel girder 8 and frame column 9.It is the steel sheet of 5-10mm that described embedded steel plate 1 adopts thickness; Described embedded steel plate 1 is relative with crest by folding shape steel plate crest, and trough is relative with trough, is formed by connecting cellular by connector 2; Described connector 2 is rivet or bolt; Described prestress element 3 adopts prestressed cable or prestressed draw-bar; Described connection otic placode 4 is the end otic placode of fixing prestressed cable or prestressed draw-bar; Described edge member is vertical edge member 6 and horizontal edge member 7, and described vertical edge member 6 is two limb T steels, the double angle that described horizontal edge member 7 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 6, and embedded steel plate 1 is connected with horizontal edge member 7; Described connection otic placode 4 is fixed at described prestress element 3 two ends; Described connection otic placode 4 is connected with vertical edge member 6, connects otic placode 4 and is connected with Vierendeel girder 8; Described bracket 5 is connected with embedded steel plate 1, and bracket 5 is connected with vertical edge member 6; Described vertical edge member 6 is connected with horizontal edge member 7; Described horizontal edge member 7 is connected with described Vierendeel girder 8; Described Vierendeel girder 8 is connected with described frame column 9; Described prestress element 3, described connection otic placode 4, described bracket 5 are arranged in described embedded steel plate 1 bilateral symmetry.
In above-mentioned prestressing force Honeycombed section steel plate shear wall, described embedded steel plate 1 adopts welding with described bracket 5, and described bracket 5 welds with vertical edge member 6.Described embedded steel plate 1 is connected with vertical edge member 6 bolts, and embedded steel plate 1 is connected with the bolt of horizontal edge member 7.Described vertical edge member 6 and described horizontal edge member 7 are by being welded to connect.Described connection otic placode 4 is arranged symmetrically with at described Vierendeel girder 8 positions, the edge of a wing, and welds with Vierendeel girder 8, and described connection otic placode 4 welds with described vertical edge member 6.Described horizontal edge member 7 welds with described Vierendeel girder 8 or bolt is connected.Described Vierendeel girder 8 welds with described frame column 9 or bolt is connected or bolt weldering mixes connection.
The out of plane stiffness of above-mentioned prestressing force Honeycombed section 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 prestressing force Honeycombed section 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 steel plate and set up the lateral resistant ability of 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 prestressing force Honeycombed section steel plate shear wall, is characterized in that, comprises embedded steel plate (1), connector (2), prestress element (3), connects otic placode (4), bracket (5), edge member, Vierendeel girder (8) and frame column (9); Described embedded steel plate (1) adopts the steel sheet that thickness is 5-10mm; Described embedded steel plate (1) is relative with crest by folding shape steel plate crest, and trough is relative with trough, is formed by connecting cellular by connector (2); Described connector (2) is rivet or bolt; Described prestress element (3) adopts prestressed cable or prestressed draw-bar; Described connection otic placode (4) is the end otic placode of fixing prestressed cable or prestressed draw-bar; Described edge member is vertical edge member (6) and horizontal edge member (7), described vertical edge member (6) is two limb T steels, the double angle that described horizontal edge member (7) 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 (6), and embedded steel plate (1) is connected with horizontal edge member (7); Described connection otic placode (4) is fixed at described prestress element (3) two ends; Described connection otic placode (4) is connected with vertical edge member (6), connects otic placode (4) and is connected with Vierendeel girder (8); Described bracket (5) is connected with embedded steel plate (1), and bracket (5) is connected with vertical edge member (6); Described vertical edge member (6) is connected with horizontal edge member (7); Described horizontal edge member (7) is connected with described Vierendeel girder (8); Described Vierendeel girder (8) is connected with described frame column (9); Described prestress element (3), described connection otic placode (4), described bracket (5) are arranged in described embedded steel plate (1) bilateral symmetry.
2. prestressing force Honeycombed section steel plate shear wall according to claim 1, is characterized in that, described embedded steel plate (1) adopts welding with described bracket (5), described bracket (5) and vertical edge member (6) welding.
3. prestressing force Honeycombed section steel plate shear wall according to claim 1, is characterized in that, described embedded steel plate (1) is connected with vertical edge member (6) bolt, and embedded steel plate (1) is connected with the bolt of horizontal edge member (7).
4. prestressing force Honeycombed section steel plate shear wall according to claim 1, is characterized in that, described vertical edge member (6) and described horizontal edge member (7) are by being welded to connect.
5. prestressing force Honeycombed section steel plate shear wall according to claim 1, it is characterized in that, described connection otic placode (4) is arranged symmetrically with at described Vierendeel girder (8) position, the edge of a wing, and welds with Vierendeel girder (8), described connection otic placode (4) and described vertical edge member (6) welding.
6. prestressing force Honeycombed section steel plate shear wall according to claim 1, is characterized in that, described horizontal edge member (7) is connected with described Vierendeel girder (8) welding or bolt.
7. prestressing force Honeycombed section steel plate shear wall according to claim 1, is characterized in that, described Vierendeel girder (8) is with described frame column (9) welding or bolt is connected or bolt weldering mixes connection.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410086514.3A CN103866884A (en) | 2014-03-10 | 2014-03-10 | Pre-stress honeycombed section steel plate shear wall |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410086514.3A CN103866884A (en) | 2014-03-10 | 2014-03-10 | Pre-stress honeycombed section steel plate shear wall |
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| CN103866884A true CN103866884A (en) | 2014-06-18 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105926811A (en) * | 2016-04-23 | 2016-09-07 | 北京工业大学 | Multi-cover-plate assembly type two-end connecting steel plate shear wall node |
| CN107401226A (en) * | 2016-05-19 | 2017-11-28 | 云南国濒科技有限公司 | Detachable assembling type shearing damp device and preparation method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0849444A (en) * | 1994-08-10 | 1996-02-20 | Hazama Gumi Ltd | Earthquake-resisting wall |
| JP2003172041A (en) * | 2001-12-03 | 2003-06-20 | Tatsuji Ishimaru | Vibration damping wall |
| CN102296725A (en) * | 2011-06-01 | 2011-12-28 | 西安建筑科技大学 | Honeycombed section steel plate shear wall |
| CN202787569U (en) * | 2012-07-20 | 2013-03-13 | 西安建筑科技大学 | Eccentric brace type steel plate shear wall |
-
2014
- 2014-03-10 CN CN201410086514.3A patent/CN103866884A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0849444A (en) * | 1994-08-10 | 1996-02-20 | Hazama Gumi Ltd | Earthquake-resisting wall |
| JP2003172041A (en) * | 2001-12-03 | 2003-06-20 | Tatsuji Ishimaru | Vibration damping wall |
| CN102296725A (en) * | 2011-06-01 | 2011-12-28 | 西安建筑科技大学 | Honeycombed section steel plate shear wall |
| CN202787569U (en) * | 2012-07-20 | 2013-03-13 | 西安建筑科技大学 | Eccentric brace type steel plate shear wall |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105926811A (en) * | 2016-04-23 | 2016-09-07 | 北京工业大学 | Multi-cover-plate assembly type two-end connecting steel plate shear wall node |
| CN107401226A (en) * | 2016-05-19 | 2017-11-28 | 云南国濒科技有限公司 | Detachable assembling type shearing damp device and preparation method |
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Application publication date: 20140618 |