CN202767284U - Interlayer damper shear wall - Google Patents
Interlayer damper shear wall Download PDFInfo
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- CN202767284U CN202767284U CN 201220443611 CN201220443611U CN202767284U CN 202767284 U CN202767284 U CN 202767284U CN 201220443611 CN201220443611 CN 201220443611 CN 201220443611 U CN201220443611 U CN 201220443611U CN 202767284 U CN202767284 U CN 202767284U
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Abstract
An interlayer damper shear wall comprises a concrete shear wall and a damper, wherein the concrete shear wall comprises a frame and a concrete wallboard inside the frame, the frame is formed by two stand columns, an upper steel beam and a lower steel beam, and the damper is arranged in the concrete shear wall in an interlayer mode. A pore passage is arranged in the concrete wallboard for installation of the damper and steel plates, and the inner side of the pore wall is coated with unbonded material. Under the condition that the outer wallboard can provide sufficient lateral restraint, steel plate support can bear all story shear force, and therefore advantages of high bearing capacity of the steel plates, good ductility of the steel plates and strong shear stiffness of the concrete wallboard are fully utilized. The interlayer damper shear wall combines the damper and the concrete shear wall effectively, and is good in anti-seismic property, economical, convenient to construct, and flexible in structure.
Description
Technical field
The utility model relates to shear wall, is specifically related to a kind of interlayer damper shear wall.
Background technology
At present, in concrete shear wall structure system, can be divided into four classes with body of wall as the lateral resistant member of steel frame: fill shear wall 2 steel plate shear force walls in 1 concrete; 3 steel plates-concrete shear force wall.
(1) fill that the shear wall lateral rigidity is large, resistance to overturning good in the concrete, cheap, be easy to construction, in Practical Project, be widely used.But studies show that: this kind structure has good lateral rigidity and good anti-seismic performance, but Stiffness Deterioration is obvious after the carrying, is not suitable for using in the highly seismic region.
(2) steel plate shear force wall is a kind of novel lateral resistant member, constitutes dual Lateral Resistant System with steel frame, can obtain good ductility and energy dissipation capacity.But steel plate shear force wall design all with the elastic buckling of steel plate as ultimate limit state, cause steel plate wall or adopt thicker steel plate, more stiffening rib is set, economy is relatively poor and affect the Hysteresis Behavior of wallboard, the steel plate shear wall structure system may cause " weak framework, strong wallboard " phenomenon in addition, is contrary to the design concept of embedded steel plate as the first Lateral Resistant System.
(3) steel plate-combined concrete shear wall is grown up by steel plate shear force wall, the novel lateral resistant member that is formed by steel plate and concrete slab, the combined steel plate wall often reinforced concrete shear wall shear stiffness than identical shear-carrying capacity is large, and its thickness and weight all reduce to some extent, can save usage space, and reduce the expense on basis and reduce geological process.The proposition of compound wall is intended to utilize that the steel plate bearing capacity is high, ductility is good, quick construction and concrete slab rigidity is large, fire resistance is good advantage, and bi-material is learnt from other's strong points to offset one's weaknesses, and forms the more excellent component form of a kind of combination property.Moreover, compare with the oblique pull field-effect after thin steel plate shear wall has benefited from flexing, compound wall can obtain following income by suppressing the steel plate flexing: significantly improve its shear-carrying capacity; Can avoid steel plate and concrete impaired in little, middle earthquake by appropriate design, thereby can remove the maintenance cost after little, the middle earthquake from; The huge noise that can avoid flexing to bring, and this noise often becomes the large obstacle that engineering is used.
Under earthquake or wind action, especially structure enters that the shear-carrying capacity of interlayer damper shear wall often has better hysteretic characteristic than above three kinds of shear wall structure systems after the plastic state, and in elastoplasticity hysteresis deformation process, absorb large energy, can preferentially resist earthquake and wind load.The lot of research of comprehensive Chinese scholars, damper to steel work, reinforced concrete structure arbitrarily earthquake and wind bestir oneself with under good effectiveness in vibration suppression is all arranged, can be widely used in the vibration isolation of new building and the reinforcing of existing building.
Viscoelastic damper can add to be located at intercolumniation support, post corner bracing, truss lower chord, bean column node etc. and to locate, and has good damping effect, can also greatly reduce the cost of structure.
The utility model content
The purpose of this utility model is to design a kind of interlayer damper shear wall, and damper and concrete shear force wall are effectively combined, and anti-seismic performance is good, economy, easy construction, flexible structure are arranged.
For achieving the above object, the technical solution of the utility model is:
A kind of interlayer damper shear wall comprises, concrete shear force wall, and it comprises two columns and the up and down framework that forms of girder steel and interior concrete panel thereof; It comprises, damper is arranged in the concrete shear force wall plate in the mode of interlayer, and two ends are junction steel plate respectively, and steel plate is arranged in the concrete shear force wall plate in the bearing diagonal mode, is connected with upper and lower girder steel respectively; Perhaps, damper one end junction steel plate, the other end connect upper girder steel or lower girder steel, are arranged in the concrete shear force wall plate in the bearing diagonal mode; Arrange in the concrete panel for the duct that damper, steel plate are installed, non-cohesive material is smeared in the hole wall inboard.
Further, described damper is metal energy-dissipation damper, friction energy-dissipating damper, viscoelastic damper or viscous damper.
Again, the concrete wall panel edges at the damper two ends is provided as dowel or the angle steel of stiffener.
The hoop reinforcement cage that can add competent structure is set in the concrete panel at damper two ends or encrypts muscle.
Viscoelastic material in the described viscoelastic damper is high molecular polymer or glassy substances.
Establish the double steel bar net in the described concrete panel.
Establish the double steel bar net in the described concrete panel and around supporting, establish the encryption muscle.
Arrange between the described double steel bar net and link reinforcing bar.
Stiffening rib is established in steel plate end, damper two ends, establishes the steel plate end sides of stiffening rib and pastes soft foam rubber as padded coaming.
In addition, the concrete shear force wall of built-in damper only links to each other with upper and lower girder steel at damper or steel plate end, all and between framework leaves the gap around the wallboard, and fills with elastic insulating material, and covers with light metal frame and refractory material.
The beneficial effects of the utility model are:
1, the utility model is applicable to the high-rise steel structure housing construction, and antidetonation and wind resistance are had good effect.
2, be fit to the assembled-type house system.
3, flexible arrangement.
4, be conducive to reduce construction cost, save construction fund, improve speed of application.
Description of drawings
Fig. 1 is the structural representation of the utility model embodiment.
Fig. 2 is the partial sectional view of the utility model embodiment concrete shear force wall.
Fig. 3 is the schematic diagram that structure is strengthened in the utility model embodiment damper end.
Fig. 4 is the A-A sectional view of Fig. 3.
The specific embodiment
Referring to Fig. 1～Fig. 4, a kind of interlayer damper shear wall of the present utility model comprises, concrete shear force wall 1, and it comprises two columns and the up and down framework 11 that forms of girder steel and interior concrete panel 12 thereof; Damper 2 is arranged in the concrete shear force wall plate 1 in the mode of interlayer, and two ends are junction steel plate 3,3 ' respectively, and steel plate is arranged in the concrete shear force wall plate 1 in the bearing diagonal mode, is connected with upper and lower girder steel respectively; Perhaps, damper one end junction steel plate, the other end connect upper girder steel or lower girder steel, are arranged in the concrete shear force wall plate in the bearing diagonal mode; Arrange in the concrete panel for the duct that damper, steel plate are installed, non-cohesive material is smeared in the hole wall inboard.
Further, described damper 2 is metal energy-dissipation damper, friction energy-dissipating damper, viscoelastic damper or viscous damper.
Concrete panel 1 edge at corresponding damper 2 two ends is provided as dowel 4 or the angle steel 5 of stiffener.
Concrete panel 1 interior setting at damper 2 two ends can add the hoop reinforcement cage 6 of competent structure or encrypt muscle 7.
Viscoelastic material in the described viscoelastic damper is high molecular polymer or glassy substances.
Establish double steel bar net 8 in the described concrete panel 1, establish the double steel bar net in the described concrete panel and around supporting, establish the encryption muscle.Arrange between the double steel bar net 8 and link reinforcing bar 9.
Stiffening rib is established in steel plate end, damper 2 two ends, establishes steel plate 3, the 3 ' end sides of stiffening rib and pastes soft foam rubber as padded coaming 10.
The concrete shear force wall of built-in damper only links to each other with upper and lower girder steel at damper or steel plate end, all and between framework leaves the gap around the wallboard, and fills with elastic insulating material, and covers with light metal frame and refractory material.
The utility model armored concrete slab that is prefabricated in the factory first, the distortion of damper can effectively prevent damper and body of wall acting in conjunction and the body of wall that causes destroys.
Paste soft foam rubber as padded coaming in stiffening rib end, damper top.Concrete wall panel edges at the damper two ends should arrange the stiffeners such as dowel or angle steel, and hoop reinforcement cage should be set in this locates wallboard or encrypt muscle etc. and add competent structure.The shear wall of built-in damper only links to each other with frame construction at Nodes.Around the wallboard all should and framework between leave the gap, when avoiding structure lateral displacement, extruding affected the stressed of built-in damper Shear Walls in wallboard and framework occured.After the shear wall slab damper installs, around the wallboard around and the break joint between the framework, should use the elastic insulating material filling of sound insulation, and with light metal frame and refractory material covering.
Claims (10)
1. an interlayer damper shear wall comprises,
Concrete shear force wall, it comprises two columns and the framework of upper and lower girder steel composition and interior concrete panel thereof; It is characterized in that, also comprise,
Damper is arranged in the concrete shear force wall plate in the mode of interlayer, and two ends are junction steel plate respectively, and steel plate is arranged in the concrete shear force wall plate in the bearing diagonal mode, is connected with upper and lower girder steel respectively; Perhaps, damper one end junction steel plate, the other end connect upper girder steel or lower girder steel, are arranged in the concrete shear force wall plate in the bearing diagonal mode; Arrange in the concrete panel for the duct that damper, steel plate are installed, non-cohesive material is smeared in the hole wall inboard.
2. interlayer damper shear wall as claimed in claim 1 is characterized in that, described damper is metal energy-dissipation damper, friction energy-dissipating damper, viscoelastic damper or viscous damper.
3. interlayer damper shear wall as claimed in claim 1 is characterized in that, the concrete wall panel edges at corresponding damper two ends is provided as dowel or the angle steel of stiffener.
4. such as claim 1 or 3 described interlayer damper shear walls, it is characterized in that, the hoop reinforcement cage that can add competent structure is set in the concrete panel at damper two ends or encrypts muscle.
5. interlayer damper shear wall as claimed in claim 2 is characterized in that, the viscoelastic material in the described viscoelastic damper is high molecular polymer or glassy substances.
6. interlayer damper shear wall as claimed in claim 1 is characterized in that, establishes the double steel bar net in the described concrete panel.
7. interlayer damper shear wall as claimed in claim 1 is characterized in that, establishes the double steel bar net in the described concrete panel and establish the encryption muscle around steel plate supports.
8. such as claim 6 or 7 described interlayer damper shear walls, it is characterized in that, arrange between the described double steel bar net and link reinforcing bar.
9. interlayer damper shear wall as claimed in claim 1 is characterized in that, stiffening rib is established in steel plate end, damper two ends, establishes the steel plate end sides of stiffening rib and pastes soft foam rubber as padded coaming.
10. interlayer damper shear wall as claimed in claim 1, it is characterized in that, the concrete shear force wall of built-in damper only links to each other with upper and lower girder steel at damper or steel plate end, all and between framework leave the gap around the wallboard, and fill with elastic insulating material, and with light metal frame and refractory material covering.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220443611 CN202767284U (en) | 2012-08-31 | 2012-08-31 | Interlayer damper shear wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220443611 CN202767284U (en) | 2012-08-31 | 2012-08-31 | Interlayer damper shear wall |
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| Publication Number | Publication Date |
|---|---|
| CN202767284U true CN202767284U (en) | 2013-03-06 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 201220443611 Expired - Fee Related CN202767284U (en) | 2012-08-31 | 2012-08-31 | Interlayer damper shear wall |
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| CN (1) | CN202767284U (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104652661A (en) * | 2015-01-26 | 2015-05-27 | 西安理工大学 | Semirigid frame-external recycled concrete wall panel and fabrication method |
| CN106013918A (en) * | 2016-07-01 | 2016-10-12 | 上海赛弗工程减震技术有限公司 | Coupling beam type metal damper for structural seismic resistance |
| CN107012969A (en) * | 2017-03-27 | 2017-08-04 | 同济大学 | A kind of new masonry constructional device for resisting mud-rock-flow-impact |
| CN107842131A (en) * | 2017-11-30 | 2018-03-27 | 江苏沪宁钢机股份有限公司 | A kind of combining structure and its installation method of steel plate shear force wall and steel column |
| CN109372182A (en) * | 2018-11-22 | 2019-02-22 | 江西科技师范大学 | A kind of Multifunctional shockproof combined wall |
| CN110080425A (en) * | 2019-04-11 | 2019-08-02 | 横琴共轭科技有限公司 | A kind of construction method of assembled Coupling Damping wall |
| CN110374258A (en) * | 2019-08-02 | 2019-10-25 | 张藏柳 | A kind of wood siding wall with repairing resistance to compression support function |
| CN110409705A (en) * | 2019-08-13 | 2019-11-05 | 华北理工大学 | A kind of manufacturing method of the light steel frame composite wall structure with antidetonation unit |
| CN113700175A (en) * | 2021-09-18 | 2021-11-26 | 同济大学 | Full-glass shear wall and embedded friction type anti-seismic connecting node thereof |
-
2012
- 2012-08-31 CN CN 201220443611 patent/CN202767284U/en not_active Expired - Fee Related
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104652661A (en) * | 2015-01-26 | 2015-05-27 | 西安理工大学 | Semirigid frame-external recycled concrete wall panel and fabrication method |
| CN106013918A (en) * | 2016-07-01 | 2016-10-12 | 上海赛弗工程减震技术有限公司 | Coupling beam type metal damper for structural seismic resistance |
| CN107012969A (en) * | 2017-03-27 | 2017-08-04 | 同济大学 | A kind of new masonry constructional device for resisting mud-rock-flow-impact |
| CN107842131A (en) * | 2017-11-30 | 2018-03-27 | 江苏沪宁钢机股份有限公司 | A kind of combining structure and its installation method of steel plate shear force wall and steel column |
| CN109372182A (en) * | 2018-11-22 | 2019-02-22 | 江西科技师范大学 | A kind of Multifunctional shockproof combined wall |
| CN109372182B (en) * | 2018-11-22 | 2020-07-31 | 江西科技师范大学 | Multifunctional anti-seismic composite wall |
| CN110080425A (en) * | 2019-04-11 | 2019-08-02 | 横琴共轭科技有限公司 | A kind of construction method of assembled Coupling Damping wall |
| CN110374258A (en) * | 2019-08-02 | 2019-10-25 | 张藏柳 | A kind of wood siding wall with repairing resistance to compression support function |
| CN110409705A (en) * | 2019-08-13 | 2019-11-05 | 华北理工大学 | A kind of manufacturing method of the light steel frame composite wall structure with antidetonation unit |
| CN110409705B (en) * | 2019-08-13 | 2021-05-18 | 华北理工大学 | Manufacturing method of light steel frame composite wall structure with anti-seismic unit |
| CN113700175A (en) * | 2021-09-18 | 2021-11-26 | 同济大学 | Full-glass shear wall and embedded friction type anti-seismic connecting node thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20170527 Address after: 200949 C-252, 1688 Jinshi Road, Shanghai, Baoshan District Patentee after: Shanghai Shen Shen Construction Engineering Technology Consulting Co., Ltd. Address before: 200050 Shanghai city Changning District Dingxi Road No. 1116 South four floor Patentee before: Baosteel Building System Integration Co., Ltd. |
|
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130306 Termination date: 20190831 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |