CN102296725A - Honeycombed section steel plate shear wall - Google Patents
Honeycombed section steel plate shear wall Download PDFInfo
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- CN102296725A CN102296725A CN2011101465727A CN201110146572A CN102296725A CN 102296725 A CN102296725 A CN 102296725A CN 2011101465727 A CN2011101465727 A CN 2011101465727A CN 201110146572 A CN201110146572 A CN 201110146572A CN 102296725 A CN102296725 A CN 102296725A
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Abstract
The invention relates to a building structure and in particular relates to a honeycombed section steel plate shear wall. Framework columns and framework beams into a square framework, an inner filler plate connected with the framework columns and the framework beams is arranged in the framework, the inner filler plate comprises a first folded plate and a second folded plate which are identical, the first folded plate is formed by connecting a first bulge and a first groove which are mutually spaced, the second folded plate is formed by connecting a second bulge and a second groove which are mutually spaced, the length directions of the first bulge, the first groove, the second bulge and the second groove are parallel to the column direction of the framework columns, one surface of the groove of the first folded plate is in contact with one surface of the groove of the second folded plate, and the first groove and the second groove are connected through a rivet or a bolt. The honeycombed section steel plate shear wall can be used for overcoming the defects that the thin steel plate shear wall can not fully play strength and tensility roles of steel due to early buckling, improving the out-of-plane stability and bearing capacity of the steel plate shear wall, fully playing the advantages of the steel and reducing the steel consumption and has the characteristics of high stability and low cost.
Description
Technical field
The invention belongs to the building structure technology field, relate to the horizontal lateral resistant member in many high-rise steel structure buildings, be specifically related to a kind of honeycombed cross section steel plate shear force wall.
Background technology
Since nineteen seventies, from the construction of first steel plate shear force wall building in the world, steel plate shear force wall (being called for short SPSW-steel plate shear wall) just enjoys structure design personnel and researcher's favor with its superior lateral resisting performance.Steel plate shear force wall is made up of embedded steel plate and edge member (comprising beam column and stiffening rib).According to the size of embedded steel plate ratio of height to thickness, steel plate shear force wall can be divided into steel plate shear wall and thin steel plate shear wall.The steel plate shear wall has rigidity in the bigger elasticity primary face, generally cripling can not take place, and thin steel plate shear wall hour cripling just takes place in lateral force, and thin steel plate shear wall is littler than steel plate shear wall steel quantity consumption usually, and is therefore more economical.The domestic and international research achievement shows, utilize the thin steel plate shear wall flexing after intensity can significantly reduce steel using amount, increase economic efficiency.
China's " high-rise civil building steel work tecnical regulations " (JGJ99-98) appendix four has stipulated the computational methods and the criterion of steel plate shear force wall, for the purpose of safety, its design criterion is not allow to take place flexing before the steel plate shearing surrender, promptly with the design limit state of elastic buckling intensity, do not utilize intensity after the steel plate elasticity cripling as steel plate shear force wall.Listed design clause in the standard of the Canada and the U.S. in about thin steel plate shear wall.At first in the middle of ground such as North America and Japan were applied to engineering reality, domestic research about thin steel plate shear wall had also had a lot of achievements to the thin steel plate shear wall structure, also is being applied to actual engineering step by step.
For the flexing that prevents that embedded steel plate is too early, can not give full play to the ductility and the intensity of material, adopt the way that stiffening rib is set to delay the flexing of steel plate usually.Stiffening rib has various ways, as the cross stiffening rib, and diagonal angle intersection stiffening rib etc.From view of theory, though this way plays certain retarding action to the complete buckling of thin steel plate shear wall, but, in the zone that stiffening rib is cut apart all cripling can take place, and then tear stiffening rib, develop into complete buckling, fundamentally do not solve the problem of the easy unstability of steel sheet.From actual engineering viewpoint, after the steel plate shear force wall assembling was finished, the welding stiffening rib had increased the operation that post-production is installed, and has increased steel using amount, and cost is improved; And when filling out on the steel plate in stiffening rib is welded on, can produce the defective such as residual stress, fill out the globality of steel plate in the destruction, be unfavorable for stressed.
In the steel plate shear force wall structure, if adopt the monolithic profiled sheet, also can only play the effect of fill plate flexing in delaying as interior fill plate, when load was enough big, complete buckling also can take place in interior fill plate, and it is more serious to destroy deformation ratio, can not repair.This is because the monolithic profiled sheet on the direction perpendicular to interior fill plate, does not have symmetry, and globality is bad, and it is not enough to cause holistic resistant behavior to exist.
Summary of the invention
In order to overcome above-mentioned the deficiencies in the prior art, the object of the present invention is to provide a kind of honeycombed cross section steel plate shear force wall, overcome thin steel plate shear wall and can not give full play to the intensity of steel and the shortcoming of ductility because of too early flexing, the face external stability and the bearing capacity of steel plate shear force wall have been improved, given full play to the advantage of steel, reduce steel using amount, had high, the with low cost characteristics of stability.
To achieve these goals, the technical solution used in the present invention is:
Honeycombed cross section steel plate shear force wall, frame column 1 and Vierendeel girder 2 connect and compose square framework, the interior fill plate 3 that is connected with Vierendeel girder 2 with frame column 1 is arranged in the framework, fill plate 3 is made up of identical first flap 31 and second flap 32 in described, first flap 31 is connected to form by first projection, 311 and first groove 312 of space, second flap 32 is connected to form by second projection, 321 and second groove 322 of space, first projection 311, first groove 312, the post of second projection 321 and the length direction of second groove 322 and frame column 1 is to parallel, the groove one side of first flap 31 is touched mutually with the groove one side of second flap 32, and first groove 312 is connected by connector 7 with second groove 322.
For making processing technology simpler, process velocity is more quick, can directly use the standard plate of shaping, described first flap 31 and second flap 32 use profiled sheet, can be and be V-arrangement, waveform, rib shape, the type of putting more energy into, hyperbolic waveform, dove-tail or the two-way type of putting more energy into, first projection, 311 and second projection 321 is the crest of profiled sheet, and first groove 312 and second groove 322 are the trough of profiled sheet.
Described connector 7 is rivet or bolt.
Adopt welding manner or connecting bolt 4 that frame column 1 edge of a wing is connected by otic placode 5 with interior fill plate 3.
Adopt welding manner or connecting bolt 4 that Vierendeel girder 2 edges of a wing are connected by angle steel 6 with interior fill plate 3.
The width of described first projection 311, first groove 312, second projection, 321 and second groove 322 equates, is convenient to processing this moment more.
The thickness of slab of described first flap 31 and second flap 32 is even, and scope is 2mm～12mm, and the gradient that is connected of first groove 312 and first projection 311 is 90 ° or acute angle arbitrarily, and preferably 30 °～60 °, especially effect is preferable 60 ° the time.
Compared with prior art, the destruction of fill plate only causes because the strength of materials is not enough in the steel plate shear force wall of honeycombed of the present invention cross section, and occur in the part, can satisfy " middle shake can be repaiied " of antidetonation three stage design, be equivalent to strengthen lateral rigidity, interior fill plate is difficult for unstability, improved all the time the thin steel plate shear wall flexing prior to the defective of material yield, not only satisfy the requirement of normal use, but also given full play to the intensity and the ductility of material, saved steel.In addition,, greatly improved the ability of dissipation seismic energy, also can reduce to shake back repair amount owing to had good ductility.All members of this invention can be in factory process, and in the building site assembling, construction technology is simple, and is cheap, easy to utilize then.
Description of drawings
Fig. 1 is a structural representation of the present invention;
Fig. 2 is the viewgraph of cross-section of fill plate in the present invention.
The specific embodiment
Below in conjunction with drawings and Examples the present invention is described in further details.
As depicted in figs. 1 and 2, the present invention is a honeycombed cross section steel plate shear force wall, frame column 1 and Vierendeel girder 2 connect and compose square framework, the interior fill plate 3 that is connected with Vierendeel girder 2 with frame column 1 is arranged in the framework, adopt welding manner or connecting bolt 4 that frame column 1 edge of a wing is connected by otic placode 5 with interior fill plate 3, Vierendeel girder 2 edges of a wing are connected by angle steel 6 with interior fill plate 3, fill plate 3 is made up of identical first flap 31 and second flap 32 in described, first flap 31 is connected to form by first projection, 311 and first groove 312 of space, second flap 32 is connected to form by second projection, 321 and second groove 322 of space, first projection 311, first groove 312, the post of second projection 321 and the length direction of second groove 322 and frame column 1 is to parallel, the groove one side of first flap 31 is touched mutually with the groove one side of second flap 32, and first groove 312 is connected by rivet or bolt with second groove 322.
All be provided with stiffening rib 8 on frame column 1 and the Vierendeel girder 2, the thickness of stiffening rib 8 is more than or equal to Vierendeel girder 2 edge of a wing thickness, with the structural strength of reinforced frame.
The thickness of slab of described first flap 31 and second flap 32 is even, all be 4mm, the width of first projection 311, first groove 312, second projection, 321 and second groove 322 equates, first groove 312 is 60 ° with the gradient that is connected of first projection 311, promptly, first flap 31 is the regular hexagon that connects one by one with cross section after second flap 32 is connected, and is similar cellular.
For making processing technology simpler, process velocity is more quick, described first flap 31 and second flap 32 have directly used the standard plate profiled sheet that is shaped, it can be and is V-arrangement, waveform, rib shape, the type of putting more energy into, hyperbolic waveform, dove-tail or the two-way type of putting more energy into, first projection, 311 and second projection 321 is the crest of profiled sheet, and first groove 312 and second groove 322 are the trough of profiled sheet.
By means of FEM software ANSYS, to an individual layer single span framework---the shear wall model is analyzed.Frame beam column is just tied, and on the beam column around interior fill plate is mounted in, the structure bottom surface is a fixed bearing, and web is provided with lateral support, stops it in out-of-plane deformations.
Member section form and key dimension: column section HW150 * 150 * 7 * 10mm; Beam section HN300 * 150 * 6.5 * 9mm; Interior fill plate is respectively that thickness is 2 millimeters plain plate and honeycombed cross sectional plates.The steel label of beam, post is Q345, and the steel label of plate is Q235, and in finite element analysis, all beams, post, plate all adopt the shel1181 shell unit.By the elastic buckling analysis with consider nonlinear elastic-plastic buckling analysis, obtained some main performance parameters, as shown in Table 1 and Table 2, wherein table 1 is the comparison of structure level bearing capacity, table 2 is the comparison of the outer distortion of interior fill plate face.
The comparison of table 1 structure level bearing capacity
| Interior fill plate type | Elastic buckling critical load/kN | Ultimate bearing capacity/kN |
| Plain plate | 23.314 | 462.2 |
| The honeycombed cross sectional plates | 687.8 | 561.5 |
The comparison of the outer distortion of fill plate face in the table 2
| Relative storey displacement/mm | Outer maximum distortion/the mm of plain plate face | Outer maximum distortion/the mm of honeycombed cross sectional plates face |
| 0.6 | 1 | 0.04 |
| 1.2 | 4.6 | 0.08 |
| 2.1 | 7.6 | 0.13 |
| 11 | 14.2 | 1.4 |
| 16 | 16.2 | 2.2 |
| 23.8 | 19.3 | 6.5 |
Flexing will take place in the interior fill plate of plain plate shear wall under very little external force as can be seen from Table 1, and can also bearing load after the flexing, and intensity after the very high flexing is arranged, and finally makes the ultimate bearing capacity of structure reach 462.2kN; And flexing will take place in the interior fill plate of honeycombed cross section steel plate shear force wall, the elastic buckling critical load that just need be higher than about 30 times of plain plates, but because the influence of initial geometrical defect and material nonlinearity just begins to produce when the ultimate bearing capacity of structure reaches 561.5kN and destroys.
The outer distortion of the face of honeycombed cross section steel plate shear force wall is very little as can be seen from Table 2, and the face internal stability is better than plain plate.
Fill plate is equivalent to strengthen lateral rigidity in the steel plate shear force wall of honeycombed of the present invention cross section, interior fill plate is difficult for unstability, improved all the time the thin steel plate shear wall flexing prior to the defective of material yield, generally speaking, the performance of honeycombed cross section steel plate shear force wall will be far superior to dull and stereotyped steel plate shear force wall, and simultaneously, the present invention has not only satisfied the requirement of normal use, but also given full play to the intensity and the ductility of material, saved steel.In addition,, greatly improved the ability of dissipation seismic energy, also can reduce to shake back repair amount owing to had good ductility.All members of the present invention can be in factory process, and in the building site assembling, construction technology is simple, and is cheap, easy to utilize then.
Claims (10)
1. honeycombed cross section steel plate shear force wall, frame column (1) and Vierendeel girder (2) connect and compose square framework, the interior fill plate (3) that is connected with Vierendeel girder (2) with frame column (1) is arranged in the framework, it is characterized in that, fill plate (3) is made up of identical first flap (31) and second flap (32) in described, first flap (31) is connected to form by first projection (311) and first groove (312) of space, second flap (32) is connected to form by second projection (321) and second groove (322) of space, first projection (311), first groove (312), the length direction of second projection (321) and second groove (322) and the post of frame column (1) are to parallel, the groove one side of first flap (31) is touched mutually with the groove one side of second flap (32), and first groove (312) is connected by connector (7) with second groove (322).
2. honeycombed according to claim 1 cross section steel plate shear force wall, it is characterized in that, described first flap (31) and second flap (32) are profiled sheet, first projection (311) and second projection (321) are the crest of profiled sheet, and first groove (312) and second groove (322) are the trough of profiled sheet.
3. honeycombed according to claim 2 cross section steel plate shear force wall is characterized in that, described profiled sheet is V-arrangement, waveform, rib shape, the type of putting more energy into, hyperbolic waveform, dove-tail or the two-way type of putting more energy into.
4. honeycombed according to claim 1 cross section steel plate shear force wall is characterized in that described connector (7) is rivet or bolt.
5. honeycombed according to claim 1 cross section steel plate shear force wall is characterized in that, adopts welding manner or connecting bolt (4) that frame column (1) edge of a wing is connected by otic placode (5) with interior fill plate (3).
6. honeycombed according to claim 1 cross section steel plate shear force wall is characterized in that, adopts welding manner or connecting bolt (4) that Vierendeel girder (2) edge of a wing is connected by angle steel (6) with interior fill plate (3).
7. honeycombed according to claim 1 cross section steel plate shear force wall is characterized in that, the width of described first projection (311), first groove (312), second projection (321) and second groove (322) equates.
8. honeycombed according to claim 1 cross section steel plate shear force wall is characterized in that, first groove (312) is 0 °～90 ° with the gradient scope that is connected of first projection (311).
9. honeycombed according to claim 1 cross section steel plate shear force wall is characterized in that, first groove (312) is 30 °～60 ° with the gradient scope that is connected of first projection (311).
10. honeycombed according to claim 1 cross section steel plate shear force wall is characterized in that, the thickness of slab of described first flap (31) and second flap (32) is even, and scope is 2mm～12mm.
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| CN2011101465727A CN102296725A (en) | 2011-06-01 | 2011-06-01 | Honeycombed section steel plate shear wall |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839769A (en) * | 2012-08-31 | 2012-12-26 | 清华大学 | Corrugated steel plate composite shear wall |
| CN103821261A (en) * | 2014-03-11 | 2014-05-28 | 北京工业大学 | Assembly honeycomb steel plate shear wall |
| CN103866884A (en) * | 2014-03-10 | 2014-06-18 | 北京工业大学 | Pre-stress honeycombed section steel plate shear wall |
| CN104847030A (en) * | 2014-12-19 | 2015-08-19 | 北汽福田汽车股份有限公司 | Supporting assembly |
| CN105908865A (en) * | 2016-06-15 | 2016-08-31 | 东南大学 | Steel plate shear wall |
| CN105926812A (en) * | 2016-06-23 | 2016-09-07 | 杭萧钢构股份有限公司 | Steel tube bundle composite structure composed of steel plates and hexagonal profiles |
| CN108678226A (en) * | 2018-06-29 | 2018-10-19 | 北京工业大学 | Prestressed steel pipe concrete frame profiled sheet shear wall and the practice built in one kind |
| CN109057100A (en) * | 2018-10-16 | 2018-12-21 | 沈阳建筑大学 | A kind of light gauge cold-formed steel shape assembled wall of built-in cellular core |
| CN109837995A (en) * | 2019-03-18 | 2019-06-04 | 武汉理工大学 | A kind of frame-filling wall flexible connecting structure |
| CN110173064A (en) * | 2019-05-30 | 2019-08-27 | 常州工学院 | Crack special-shaped stainless steel ribbed stiffener profiled sheet-regeneration concrete shear force wall for two sides |
| CN110512764A (en) * | 2019-07-15 | 2019-11-29 | 清华大学 | A kind of double wave shape steel plate wall of make-up connection |
| CN115262801A (en) * | 2022-08-03 | 2022-11-01 | 浙江东南建筑设计有限公司 | Wave-shaped single steel plate shear wall system |
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| CN201778414U (en) * | 2010-07-16 | 2011-03-30 | 清华大学 | Combined shear wall of corrugated steel plate and concrete |
| CN202108134U (en) * | 2011-06-01 | 2012-01-11 | 西安建筑科技大学 | Novel section steel plate shear wall |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839769A (en) * | 2012-08-31 | 2012-12-26 | 清华大学 | Corrugated steel plate composite shear wall |
| CN103866884A (en) * | 2014-03-10 | 2014-06-18 | 北京工业大学 | Pre-stress honeycombed section steel plate shear wall |
| CN103821261A (en) * | 2014-03-11 | 2014-05-28 | 北京工业大学 | Assembly honeycomb steel plate shear wall |
| CN104847030A (en) * | 2014-12-19 | 2015-08-19 | 北汽福田汽车股份有限公司 | Supporting assembly |
| CN105908865A (en) * | 2016-06-15 | 2016-08-31 | 东南大学 | Steel plate shear wall |
| CN105926812A (en) * | 2016-06-23 | 2016-09-07 | 杭萧钢构股份有限公司 | Steel tube bundle composite structure composed of steel plates and hexagonal profiles |
| CN108678226A (en) * | 2018-06-29 | 2018-10-19 | 北京工业大学 | Prestressed steel pipe concrete frame profiled sheet shear wall and the practice built in one kind |
| CN109057100A (en) * | 2018-10-16 | 2018-12-21 | 沈阳建筑大学 | A kind of light gauge cold-formed steel shape assembled wall of built-in cellular core |
| CN109837995A (en) * | 2019-03-18 | 2019-06-04 | 武汉理工大学 | A kind of frame-filling wall flexible connecting structure |
| CN110173064A (en) * | 2019-05-30 | 2019-08-27 | 常州工学院 | Crack special-shaped stainless steel ribbed stiffener profiled sheet-regeneration concrete shear force wall for two sides |
| CN110512764A (en) * | 2019-07-15 | 2019-11-29 | 清华大学 | A kind of double wave shape steel plate wall of make-up connection |
| CN115262801A (en) * | 2022-08-03 | 2022-11-01 | 浙江东南建筑设计有限公司 | Wave-shaped single steel plate shear wall system |
| CN115262801B (en) * | 2022-08-03 | 2024-02-20 | 浙江东南建筑设计有限公司 | Wave-shaped single-steel-plate shear wall system |
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Application publication date: 20111228 |