CN101424104A - Thickness changeable shear wall with oblique reinforcing bar transition layer and construction method thereof - Google Patents
Thickness changeable shear wall with oblique reinforcing bar transition layer and construction method thereof Download PDFInfo
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- CN101424104A CN101424104A CNA2008102392327A CN200810239232A CN101424104A CN 101424104 A CN101424104 A CN 101424104A CN A2008102392327 A CNA2008102392327 A CN A2008102392327A CN 200810239232 A CN200810239232 A CN 200810239232A CN 101424104 A CN101424104 A CN 101424104A
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- shear wall
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Abstract
The invention relates to a building method for a thickness variable shear wall with an oblique reinforcing bar transition layer and the shear wall designed by the method. The shear wall consists of common thickness variable wallboards and steel bar oblique supports, wherein reinforcement mats consisting of transverse steel bars and longitudinal steel bars are arranged in the common thickness variable wallboards, and the reinforcement mats are jointed by pull-joint steel bars; the wall thickness variable areas of the thickness variable wallboards are provided with the steel bar oblique supports which are bound with the reinforcement mats and bound with the pull-joint steel bars; and the steel bar oblique supports are X-shaped, and the upper ends and the lower ends of the steel bar oblique supports extend the upper shear walls and the lower shear walls of the common thickness variable wallboards respectively. Compared with the prior shear wall, the shear wall has the advantages of large initial rigidity at variable sections, high carrying capacity, slow attenuation of bearing capacity and rigidity, more aseismatic defensive lines, good integral performance of aseismatic energy consumption, and relative stability of post aseismatic performance.
Description
Technical field
The present invention relates to a kind of band oblique reinforcing bar transition layer thickness changeable shear wall, belong to the shear wall structure field.
Background technology
In current building structure, shear wall is the core antidetonation parts of building structure, is bearing the geological process of structural entity 80%.Yet the ductility of shear wall is relatively poor, has influenced giving full play to of its structural entity anti-seismic performance, particularly at shear wall variable cross-section place, occurs the shear stiffness sudden change easily, forms the anti-seismic performance that weak part influences total.Therefore, improve the ductility of transition zone variable cross-section thickness shear wall and the key technical problem that comprehensive anti-seismic performance becomes the variable cross-section shear wall.
Longitudinal reinforcement insertion bottom shear wall 1.51aE length (wherein 1aE is the longitudinal reinforcement antidetonation anchorage length in " Code for design of concrete structures ") in the shear wall of top is arranged in the scheme of existing transition zone variable cross-section thickness shear wall, and bottom shear wall longitudinal reinforcement then is bent inwardly into floor.The problem of its existence is: form the rigidity sudden change in the place of wall thickness sudden change, make whole shear wall shear behavior have weak link.
In the scheme of existing transition zone variable cross-section thickness shear wall, also have the elongated reinforcing bar of a kind of employing to curve inwardly, stretch into the top shear wall in transitional region.Its existing problems are that transition region exists the shearing resistance weak link, and reinforcing bar curve inwardly the part difficulty of construction big, be difficult to guarantee construction quality.
Summary of the invention
Technical problem to be solved by this invention is to significantly improve transition zone thickness changeable shear wall shock resistance.And in order to address the above problem, the present invention has designed a kind of band oblique reinforcing bar transition layer thickness changeable shear wall, and the place disposes oblique reinforcing bar at transition zone variable cross-section thickness.
The building method of band oblique reinforcing bar transition layer thickness changeable shear wall of the present invention, its sequential steps is as follows:
A) reinforcing bar of configuration frame columns;
B) reinforcing bar of configuration frame beam makes frame beam and frame columns fixed;
C) the configuration shear wall by transversely distributed steelbar and the vertical steel mesh reinforcement formed of distribution reinforcement;
D) at the transition zone variable cross-section thickness place of common thickness changeable shear wall plate configuration reinforcement bearing diagonal, make it become X-shaped reinforcing bar bearing diagonal;
E) dispose affixed reinforcing bar at the reinforcing bar bearing diagonal with the node place that frame columns or frame beam intersect;
F) one piece disturbing concrete moulding, thus band oblique reinforcing bar transition layer thickness changeable shear wall formed.
During the configuration reinforcement bearing diagonal, reinforcing bar bearing diagonal upper end is stretched in the top shear wall of common thickness changeable shear wall plate in step d), and its length that stretches into is not less than 2 times top shear wall thickness of wall body, and with the top shear wall in steel mesh reinforcement bind mutually; Reinforcing bar bearing diagonal lower end is stretched in the bottom shear wall of common thickness changeable shear wall plate, makes its built-in length be not less than 2 times top shear wall thickness of wall body, and with the bottom shear wall in steel mesh reinforcement bind mutually, in antidetonation, form the power consumption section.
During the configuration reinforcement bearing diagonal, the reinforcing bar bearing diagonal is walked around the anchoring of frame beam, and installs stirrup outside the reinforcing bar bearing diagonal equably in step d).
The band oblique reinforcing bar transition layer thickness changeable shear wall of the method according to this invention design, the technical scheme that adopts is: be made of common thickness changeable shear wall plate and reinforcing bar bearing diagonal, dispose the steel mesh reinforcement that transversely distributed steelbar and vertical distribution reinforcement are formed in the common thickness changeable shear wall plate, socket by socketing reinforcing bar between the steel mesh reinforcement; The thick region of variation of thickness changeable shear wall board wall disposes the reinforcing bar bearing diagonal, it is characterized in that: the reinforcing bar bearing diagonal is hidden in the steel mesh reinforcement of thickness changeable shear wall plate, with the steel mesh reinforcement bind, and with socket reinforcing bar and socket; The design bearing capacity of the reinforcing bar bearing diagonal of hiding in the thickness changeable shear wall plate satisfies the requirement that strong post supports weak energy dissipation beam section by force.Along with the increase of seismic load, energy dissipating beam section at first reaches and is cut surrender in the Vierendeel girder, and all the other sections still are in the elastic force balance state.
The reinforcing bar bearing diagonal is hidden in the steel mesh reinforcement of thickness changeable shear wall plate, with the steel mesh reinforcement bind, and sockets with socketing reinforcing bar, in order to improve in concrete shear force wall varied in thickness zone energy dissipation capacity and ductility, prevents that weak location from occurring.
Described band oblique reinforcing bar transition layer thickness changeable shear wall, it is characterized in that: the reinforcing bar bearing diagonal of hiding is X-shaped, its upper end is stretched in the top shear wall of common thickness changeable shear wall plate, with the steel mesh reinforcement bind in the thickness shear wall of top, the upper end built-in length is not less than 2 times of top shear wall thickness of wall body; Reinforcing bar bearing diagonal lower end is stretched in the bottom shear wall of common thickness changeable shear wall plate, with the steel mesh reinforcement bind in the thickness shear wall of bottom, the lower end built-in length is not less than 2 times of top shear wall thickness of wall body, in order to improve transitional region thickening degree concrete shear force wall energy dissipation capacity and ductility, prevent that weak location from occurring.
The present invention is combined to form by built-in reinforcing bar bearing diagonal and common thickness changeable shear wall, forming process is the process of both additions, but combination back structure has improved the anti-seismic performance of shear wall weakness zone, has prevented the appearance of weak link, has improved the globality of total.Compare with common existing transition region variable cross-section thickness shear wall structure, supporting capacity of the present invention improves, and bearing capacity and stiffness degradation are slow, and anti-seismic performance is relatively stable.
Description of drawings
Fig. 1 is the arrangement of reinforcement schematic diagram that the reinforcing bar bearing diagonal is an element of construction of shear wall when X-shaped is netted to be arranged in the band oblique reinforcing bar transition layer thickness changeable shear wall of the present invention;
Fig. 2 is an A-A generalized section among Fig. 1 of the present invention;
Among the figure: 1-reinforcing bar bearing diagonal, 2-steel mesh reinforcement, 3-socket reinforcing bar.
The specific embodiment
The form of structure of band oblique reinforcing bar transition layer thickness changeable shear wall as shown in Figure 1, constitute by common thickness changeable shear wall plate and reinforcing bar bearing diagonal 1, dispose the steel mesh reinforcement 2 that transversely distributed steelbar and vertical distribution reinforcement are formed in the common thickness changeable shear wall plate, socket by socketing reinforcing bar 3 between the steel mesh reinforcement 2; Two steel mesh reinforcement 2 inboards of the thick region of variation shear wall slab of thickness changeable shear wall board wall dispose X-shaped reinforcing bar bearing diagonal 1, with steel mesh reinforcement 2 binds, and with socket reinforcing bar 3 and socket.The reinforcing bar 3 of socketing that is less than or equal to 600mm with spacing between two steel mesh reinforcements 2 of shear wall links to each other.Its corresponding making step is as follows:
A) reinforcing bar of configuration frame columns;
B) reinforcing bar of configuration frame beam makes frame beam and frame columns fixed;
C) configuration in the shear wall by transversely distributed steelbar and the vertical steel mesh reinforcement 2 formed of distribution reinforcement;
D) at the transition zone variable cross-section thickness place of common thickness changeable shear wall plate configuration reinforcement bearing diagonal 1, make it become X-shaped reinforcing bar bearing diagonal 1;
E) dispose affixed reinforcing bar at reinforcing bar bearing diagonal 1 with the node place that frame columns or frame beam intersect;
F), promptly constitute band oblique reinforcing bar transition layer thickness changeable shear wall at last with the moulding of shear wall slab one piece disturbing concrete.
When step d) configuration reinforcement bearing diagonal 1, reinforcing bar bearing diagonal 1 upper end is stretched in the top shear wall of common thickness changeable shear wall plate, and its length that stretches into is not less than 2 times top shear wall thickness of wall body, and with the top shear wall in steel mesh reinforcement 2 bind mutually; Reinforcing bar bearing diagonal 1 lower end is stretched in the bottom shear wall of common thickness changeable shear wall plate, makes its built-in length be not less than 2 times top shear wall thickness of wall body, and with the bottom shear wall in steel mesh reinforcement 2 bind mutually, in antidetonation, form the power consumption section;
When step d) configuration reinforcement bearing diagonal 1, reinforcing bar bearing diagonal 1 is walked around the anchoring of frame beam, and installs stirrup outside reinforcing bar bearing diagonal 1 equably;
It should be noted that at last: above embodiment only in order to the explanation the present invention and and unrestricted technical scheme described in the invention; Therefore, although this manual has been described in detail the present invention with reference to each above-mentioned embodiment,, those of ordinary skill in the art should be appreciated that still and can make amendment or be equal to replacement the present invention; And all do not break away from the technical scheme and the improvement thereof of the spirit and scope of invention, and it all should be encompassed in the middle of the claim scope of the present invention.
Claims (5)
1, a kind of building method with the oblique reinforcing bar transition layer thickness changeable shear wall is characterized in that: the order that it forms is as follows:
A) reinforcing bar of configuration frame columns;
B) reinforcing bar of configuration frame beam makes frame beam and frame columns fixed;
C) configuration in the shear wall by transversely distributed steelbar and the vertical steel mesh reinforcement formed of distribution reinforcement;
D) at the transition zone variable cross-section thickness place of common thickness changeable shear wall plate configuration reinforcement bearing diagonal, make it become X-shaped reinforcing bar bearing diagonal;
E) dispose affixed reinforcing bar at the reinforcing bar bearing diagonal with the node place that frame columns or frame beam intersect;
F) one piece disturbing concrete moulding, thus band oblique reinforcing bar transition layer thickness changeable shear wall formed.
2, the building method of band oblique reinforcing bar transition layer thickness changeable shear wall according to claim 1, it is characterized in that: in step d) during the configuration reinforcement bearing diagonal, reinforcing bar bearing diagonal upper end is stretched in the top shear wall of common thickness changeable shear wall plate, its length that stretches into is not less than 2 times top shear wall thickness of wall body, and with the top shear wall in steel mesh reinforcement bind mutually; Reinforcing bar bearing diagonal lower end is stretched in the bottom shear wall of common thickness changeable shear wall plate, makes its built-in length be not less than 2 times top shear wall thickness of wall body, and with the bottom shear wall in steel mesh reinforcement bind mutually, in antidetonation, form the power consumption section.
3, the building method of band oblique reinforcing bar transition layer thickness changeable shear wall according to claim 2 is characterized in that: during the configuration reinforcement bearing diagonal, the reinforcing bar bearing diagonal is walked around the anchoring of frame beam, and installs stirrup outside the reinforcing bar bearing diagonal equably in step d).
4, the band oblique reinforcing bar transition layer thickness changeable shear wall that designs according to claim 1,2 or 3 described building methods, constitute by common thickness changeable shear wall plate and reinforcing bar bearing diagonal, dispose the steel mesh reinforcement that transversely distributed steelbar and vertical distribution reinforcement are formed in the common thickness changeable shear wall plate, socket by socketing reinforcing bar between the steel mesh reinforcement; The thick region of variation of thickness changeable shear wall board wall disposes the reinforcing bar bearing diagonal, it is characterized in that: the reinforcing bar bearing diagonal is hidden in the steel mesh reinforcement of thickness changeable shear wall plate, with the steel mesh reinforcement bind, and with socket reinforcing bar and socket; The design bearing capacity of the reinforcing bar bearing diagonal of hiding in the thickness changeable shear wall plate satisfies the requirement that strong post supports weak energy dissipation beam section by force.
5, according to the described band oblique reinforcing bar transition layer of claim 4 thickness changeable shear wall, it is characterized in that: the reinforcing bar bearing diagonal of hiding is X-shaped, its upper end is stretched in the top shear wall of common thickness changeable shear wall plate, with the steel mesh reinforcement bind in the thickness shear wall of top, the upper end built-in length is not less than 2 times of top shear wall thickness of wall body; Reinforcing bar bearing diagonal lower end is stretched in the bottom shear wall of common thickness changeable shear wall plate, and with the steel mesh reinforcement bind in the thickness shear wall of bottom, the lower end built-in length is not less than 2 times of top shear wall thickness of wall body.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2008102392327A CN101424104B (en) | 2008-12-05 | 2008-12-05 | Thickness changeable shear wall with oblique reinforcing bar transition layer and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008102392327A CN101424104B (en) | 2008-12-05 | 2008-12-05 | Thickness changeable shear wall with oblique reinforcing bar transition layer and construction method thereof |
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| CN101424104A true CN101424104A (en) | 2009-05-06 |
| CN101424104B CN101424104B (en) | 2010-12-01 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103362235A (en) * | 2013-07-17 | 2013-10-23 | 烟台金田科技有限公司 | Integrally-poured building house with wallboards integrating thermal insulating and templates |
| CN103452207A (en) * | 2012-05-31 | 2013-12-18 | 初明进 | Shear wall with partial oblique steel bars |
| CN104328847A (en) * | 2014-10-24 | 2015-02-04 | 沈阳建筑大学 | Inner inclined support assembled type concrete shear wall prefabricated part |
| CN107620400A (en) * | 2017-11-07 | 2018-01-23 | 姚伟华 | A kind of assembly concrete variable cross-section is T-shaped to shear wall member and its construction method |
| CN110016977A (en) * | 2019-04-16 | 2019-07-16 | 章子豪 | A kind of precast concrete |
| CN114876262A (en) * | 2021-12-08 | 2022-08-09 | 长沙理工大学 | Superimposed shear wall and building |
-
2008
- 2008-12-05 CN CN2008102392327A patent/CN101424104B/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103452207A (en) * | 2012-05-31 | 2013-12-18 | 初明进 | Shear wall with partial oblique steel bars |
| CN103362235A (en) * | 2013-07-17 | 2013-10-23 | 烟台金田科技有限公司 | Integrally-poured building house with wallboards integrating thermal insulating and templates |
| CN103362235B (en) * | 2013-07-17 | 2015-06-17 | 烟台金田科技有限公司 | Integrally-poured building house with wallboards integrating thermal insulating and templates |
| CN104328847A (en) * | 2014-10-24 | 2015-02-04 | 沈阳建筑大学 | Inner inclined support assembled type concrete shear wall prefabricated part |
| CN104328847B (en) * | 2014-10-24 | 2017-08-11 | 沈阳建筑大学 | A kind of construction method of interior bearing diagonal assembly concrete shear wall prefabricated components |
| CN107620400A (en) * | 2017-11-07 | 2018-01-23 | 姚伟华 | A kind of assembly concrete variable cross-section is T-shaped to shear wall member and its construction method |
| CN110016977A (en) * | 2019-04-16 | 2019-07-16 | 章子豪 | A kind of precast concrete |
| CN114876262A (en) * | 2021-12-08 | 2022-08-09 | 长沙理工大学 | Superimposed shear wall and building |
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| Publication number | Publication date |
|---|---|
| CN101424104B (en) | 2010-12-01 |
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