CN201212190Y - Mixed hidden support energy consumption double-limb shear wall - Google Patents
Mixed hidden support energy consumption double-limb shear wall Download PDFInfo
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- CN201212190Y CN201212190Y CNU2008200535764U CN200820053576U CN201212190Y CN 201212190 Y CN201212190 Y CN 201212190Y CN U2008200535764 U CNU2008200535764 U CN U2008200535764U CN 200820053576 U CN200820053576 U CN 200820053576U CN 201212190 Y CN201212190 Y CN 201212190Y
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- shear wall
- steel plate
- coupling beam
- power consumption
- coupled shear
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Abstract
The utility model discloses an energy-consumed coupled shear wall with concealed bracings, which comprises a coupled shear wall connected between wall limbs by a coupling beam. The coupled shear wall is characterized in that an oblique concealed bracing steel plate is equipped in the reinforcing mat of a shear wall panel, angle steels are inbuilt in the internal and the external frame columns, the two ends of the oblique concealed bracing steel plate are respectively connected with the angle steels inbuilt in the internal and the external frame columns, a steel plate is added in the coupling beam, the steel plate in the coupling beam is welded and anchored with the angle steel in the internal frame column, and polymer concrete, the polymer-cement ratio of which is 10-20 percent, is poured into the internal and the external frame columns on the two sides of the shear wall. Compared with the prior common coupled shear wall, the utility model has the advantages that the bearing capacity is greatly improved, and the structural damping is increased, so as to enable the structure to achieve the ideal damage pattern under the large earthquake action, thereby a great amount of earthquake energy is consumed, the earthquake resistant behavior is excellent, and the construction is very convenient.
Description
Technical field
The utility model belongs to the civil construction project field, the dark power consumption coupled shear wall that supports of specifically a kind of mixing.
Background technology
Reinforced concrete shear wall is the core antidetonation parts of building structure.Generally used the coupled shear wall technology at present, existing coupled shear wall is the shear wall that is connected by coupling beam between the wall limb, because the coupling beam span-depth radio is bigger, brittle fracture easily takes place under geological process, and when when all coupling beams of wall overall height all shear failure take place, each wall limb of connection limb wall will become the independent wall of monolithic, this can make the lateral rigidity of structure reduce greatly, wall limb moment of flexure improves greatly, and this can make the very fast forfeiture supporting capacity of shear wall, causes collapsing suddenly of structure; Existing coupling beam shear resistance deficiency so shear failure easily takes place under the violent earthquake effect, is difficult for plastic hinge occurring at beam-ends, causes the limited in one's ability of its earthquake energy.Chinese scholars has proposed many solutions at present.Have the scholar to propose in beam and wall limb, to join cross wise reinforcement, also have the scholar to propose in beam boiling water flush joint or add the way of steel plate, but these methods all are separately wall limb or coupling beam to be studied.
The utility model content
The purpose of this utility model is to provide a kind of mixing the dark power consumption coupled shear wall that supports.With the shear resistance that strengthens structure, the damping that improves structure, reduce earthquake response, be implemented in the end of coupling beam under the big shake effect and the bottom of wall limb and plastic hinge occurs, make structure reach desirable failure mode, consume a large amount of seismic energies, improve whole anti-seismic performance.
The technical solution of the utility model is: comprise the coupled shear wall that is connected by coupling beam between the wall limb, it is characterized in that, in the steel mesh reinforcement of shear wall slab, is furnished with oblique dark supporting steel plate, in inside and outside frame columns, be embedded with angle steel, oblique dark supporting steel plate two ends respectively be embedded in inside and outside frame columns in angle steel be connected, be equipped with steel plate in the described coupling beam, angle steel welding anchoring in steel plate in the coupling beam and the rim post is cast with the polymer concrete that the quality polymer cement ratio is 10-20% in the inside and outside frame columns of shear wall both sides.
Described oblique dark supporting steel plate is that two block plates intersect to form X-shaped or herringbone or splayed mutually.
Described dark supporting steel plate is connected by junction plate with angle steel in the inside and outside frame columns.
Be welded with the shear reinforcement of vertical steel plate direction on the described oblique dark supporting steel plate.
Steel plate thickness 〉=6mm in the described coupling beam.
Steel plate in the described coupling beam is added with shear reinforcement.
Polymer in the described polymer concrete is a benzene emulsion.
The utility model adds the diagonal cross steel plate in coupled shear wall secretly supports, in coupling beam in the edge steel plate, in the both sides of shear wall cast polymer concrete frame columns.By adding the shear resistance that steel plate strengthens structure, prevent the brittle fracture of structure, improve the ductility of structure.By pour into a mould the polymer concrete frame columns in the shear wall both sides, utilize the low characteristics of polymer concrete high damping and intensity, not only can improve the damping of total, reduce earthquake response, and the end of coupling beam and the bottom of wall limb are prone to plastic hinge under big shake effect, make structure reach desirable failure mode, consume a large amount of seismic energies.Compare with the common shear wall of existing two limbs, its supporting capacity significantly improves, and has improved the damping of structure, can make structure be issued to desirable failure mode in big shake effect simultaneously, thereby consume a large amount of seismic energies, has good anti-seismic performance.And it is more convenient to construct.
Description of drawings
Fig. 1 is the utility model structural representation;
Fig. 2 is the coupling beam cross-sectional view;
Fig. 3 is an angle steel connection layout in wall limb light plate and the outer rim post;
Fig. 4 is an angle steel connection layout in coupling beam light plate and the rim post.
The specific embodiment
The utility model is described in further detail below in conjunction with accompanying drawing.
With reference to accompanying drawing: the coupled shear wall of present embodiment is located between top rail 1 and the lower transverse beam 4, middle by coupling beam 9 connections, be furnished with oblique dark supporting steel plate 3 in the steel mesh reinforcement of shear wall slab, the oblique dark supporting steel plate of present embodiment is that two block plates intersect to form X-shaped mutually.In rim post 12 and outer rim post 5, be embedded with angle steel 2, the oblique dark supporting steel plate of X-shaped 3 two ends are welded anchorings with the angle steel 2 that is embedded in the inside and outside frame columns by junction plate 11 respectively, in order to prevent dark supporting steel plate and concrete bonding slippage, better its shear behavior of performance is preferably in the shear reinforcement that is welded with vertical steel plate direction on the steel plate.Be equipped with steel plate 7 in the coupling beam 9, the steel plate 7 in the coupling beam mainly has been the shearing resistance effect, and in order to reach good shear behavior, steel plate 7 thickness should not be less than 6mm.In order to limit 7 pairs of beam bending resistance contributions of steel plate, steel plate should adopt the steel that yield strength is low, deformability is strong.In order to prevent the shearing slip of steel plate 7, on steel plate 7, weld elongated horizontal reinforcement 10, reinforcing bar extend into the wall limb, two on every limit.Inside and outside frame columns in the shear wall both sides is cast with polymer concrete.Polymer in the polymer concrete of present embodiment is a benzene emulsion, and wherein the quality polymer cement ratio is 10-20%.With shear wall, the whole disturbing concrete moulding of coupling beam promptly constitutes and strengthens mixing the dark power consumption coupled shear wall structure that supports again.
Claims (7)
1. one kind is mixed the dark power consumption coupled shear wall that supports, comprise the coupled shear wall that connects by coupling beam between the wall limb, it is characterized in that, in the steel mesh reinforcement of shear wall slab, is furnished with oblique dark supporting steel plate, in inside and outside frame columns, be embedded with angle steel, oblique dark supporting steel plate two ends respectively be embedded in inside and outside frame columns in angle steel be connected, be equipped with steel plate in the described coupling beam, angle steel welding anchoring in steel plate in the coupling beam and the rim post is cast with the polymer concrete that the quality polymer cement ratio is 10-20% in the inside and outside frame columns of shear wall both sides.
2. the power consumption coupled shear wall is secretly supported in mixing according to claim 1, it is characterized in that, described oblique dark supporting steel plate is that two block plates intersect to form X-shaped or herringbone or splayed mutually.
3. the power consumption coupled shear wall is secretly supported in mixing according to claim 1, it is characterized in that, described dark supporting steel plate is connected by junction plate with angle steel in the inside and outside frame columns.
4. the power consumption coupled shear wall is secretly supported in mixing according to claim 1, it is characterized in that, is welded with the shear reinforcement of vertical steel plate direction on the described oblique dark supporting steel plate.
5. the power consumption coupled shear wall is secretly supported in mixing according to claim 1, it is characterized in that the steel plate thickness 〉=6mm in the described coupling beam.
6. the power consumption coupled shear wall is secretly supported in mixing according to claim 1, it is characterized in that, is added with shear reinforcement in the steel plate in the described coupling beam.
7. the power consumption coupled shear wall is secretly supported in mixing according to claim 1, it is characterized in that, the polymer in the described polymer concrete is a benzene emulsion.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008200535764U CN201212190Y (en) | 2008-07-01 | 2008-07-01 | Mixed hidden support energy consumption double-limb shear wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008200535764U CN201212190Y (en) | 2008-07-01 | 2008-07-01 | Mixed hidden support energy consumption double-limb shear wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201212190Y true CN201212190Y (en) | 2009-03-25 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNU2008200535764U Expired - Fee Related CN201212190Y (en) | 2008-07-01 | 2008-07-01 | Mixed hidden support energy consumption double-limb shear wall |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102011438A (en) * | 2010-11-15 | 2011-04-13 | 沈阳建筑大学 | Shear wall and connecting beam damping system with internally embedded energy consumption steel plate damping devices |
| CN102425267A (en) * | 2011-08-26 | 2012-04-25 | 中国建筑东北设计研究院有限公司 | Perforated steel plate concrete shear wall connecting beam provided with stud |
| CN103061451A (en) * | 2013-01-09 | 2013-04-24 | 北京工业大学 | Horizontally-sliced composite coupling beam with cave opening concrete wall body and construction method thereof |
| CN103174231A (en) * | 2013-03-11 | 2013-06-26 | 浙江海天建设集团有限公司 | Hybrid controlled damping structure construction method |
| CN103243805A (en) * | 2012-08-29 | 2013-08-14 | 柳忠林 | Lateral-load resisting structure for large-span concrete beam and plate building |
| CN104018578A (en) * | 2014-06-04 | 2014-09-03 | 奥雅纳工程咨询（上海）有限公司 | Outrigger truss system with combination of reinforced concrete and steel structure |
| CN104631659A (en) * | 2015-01-07 | 2015-05-20 | 湖南大学 | Prefabricated assembling type composite plate type concrete double-connection shear wall with hidden supports |
| CN105089178A (en) * | 2015-07-21 | 2015-11-25 | 重庆欧冠钢结构有限公司 | Fabricated building of pre-assembling structure of prefabricated section steel concrete shear wall |
| CN106836556A (en) * | 2017-03-17 | 2017-06-13 | 同济大学 | A kind of composite reinforcing steel bar cage truss support shear wall |
| CN108049515A (en) * | 2017-12-08 | 2018-05-18 | 刘超 | It is a kind of to be used to reduce the supporting rod that building deformation caves in earthquake |
| CN114197692A (en) * | 2021-12-31 | 2022-03-18 | 海南大学 | Assembled shear force wall |
| 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 |
-
2008
- 2008-07-01 CN CNU2008200535764U patent/CN201212190Y/en not_active Expired - Fee Related
Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102011438A (en) * | 2010-11-15 | 2011-04-13 | 沈阳建筑大学 | Shear wall and connecting beam damping system with internally embedded energy consumption steel plate damping devices |
| CN102425267A (en) * | 2011-08-26 | 2012-04-25 | 中国建筑东北设计研究院有限公司 | Perforated steel plate concrete shear wall connecting beam provided with stud |
| CN103243805A (en) * | 2012-08-29 | 2013-08-14 | 柳忠林 | Lateral-load resisting structure for large-span concrete beam and plate building |
| CN103061451A (en) * | 2013-01-09 | 2013-04-24 | 北京工业大学 | Horizontally-sliced composite coupling beam with cave opening concrete wall body and construction method thereof |
| CN103174231A (en) * | 2013-03-11 | 2013-06-26 | 浙江海天建设集团有限公司 | Hybrid controlled damping structure construction method |
| CN104018578B (en) * | 2014-06-04 | 2016-04-27 | 奥雅纳工程咨询（上海）有限公司 | The semi-girder trussing that a kind of steel concrete and steel structure combine |
| CN104018578A (en) * | 2014-06-04 | 2014-09-03 | 奥雅纳工程咨询（上海）有限公司 | Outrigger truss system with combination of reinforced concrete and steel structure |
| CN104631659A (en) * | 2015-01-07 | 2015-05-20 | 湖南大学 | Prefabricated assembling type composite plate type concrete double-connection shear wall with hidden supports |
| CN104631659B (en) * | 2015-01-07 | 2016-09-14 | 湖南大学 | Prefabricated assembled band steel plate concealed bracings overlaid plate type concrete coupled shear wall |
| CN105089178A (en) * | 2015-07-21 | 2015-11-25 | 重庆欧冠钢结构有限公司 | Fabricated building of pre-assembling structure of prefabricated section steel concrete shear wall |
| CN106836556A (en) * | 2017-03-17 | 2017-06-13 | 同济大学 | A kind of composite reinforcing steel bar cage truss support shear wall |
| CN106836556B (en) * | 2017-03-17 | 2024-02-27 | 同济大学 | Composite reinforcement cage truss supporting shear wall |
| CN108049515A (en) * | 2017-12-08 | 2018-05-18 | 刘超 | It is a kind of to be used to reduce the supporting rod that building deformation caves in earthquake |
| CN114197692A (en) * | 2021-12-31 | 2022-03-18 | 海南大学 | Assembled shear force wall |
| 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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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20090325 Termination date: 20130701 |