CN204126048U - Bracket steel bar concrete shear force wall connecting pin contact assembled architecture - Google Patents
Bracket steel bar concrete shear force wall connecting pin contact assembled architecture Download PDFInfo
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- CN204126048U CN204126048U CN201420609325.5U CN201420609325U CN204126048U CN 204126048 U CN204126048 U CN 204126048U CN 201420609325 U CN201420609325 U CN 201420609325U CN 204126048 U CN204126048 U CN 204126048U
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Abstract
Bracket steel bar concrete shear force wall connecting pin contact assembled architecture, belongs to technical field of buildings.Bracket is established in lower floor's shear wall slab upper end, the pre-erection of floor is placed on bracket table top, the headspace treating cast-in-situ concrete is provided with corresponding to the position in the middle part of bracket table top, cast-in-situ concrete in headspace becomes the cast-in-place part of floor, lower floor's shear wall slab has multiple vertical reinforcement to protruding upward from shear wall slab and passing headspace, there are multiple vertical reinforcements of equal number shear wall slab lower end, upper strata to stretching out downwards, each vertical reinforcement has one section of arcuation reinforcing bar to cross-over connection between the termination of two reinforcing bars thus forms the semicircle shape top of evagination, the right semicircle shape top of the lower floor's shear wall slab vertical reinforcement semicircle shape split-top right with upper strata shear wall slab vertical reinforcement becomes reinforcing bar circle, horizontal reinforcement as connecting pin passes said reinforcing bar circle.Joint structure simplifies, and anti-seismic performance improves, and connecting pin is wrapped up by concrete can be anticorrosion, and constructing operation is easy.
Description
Technical field
The utility model belongs to design of building structures and construction technology, is specifically related to a kind of bracket steel bar concrete shear force wall connecting pin contact assembled architecture.
Background technology
Along with developing rapidly of domestic and international industrialization assembled architecture, current China has not only promulgated Its Relevant Technology Standards, and provincial standard has also been formulated in drug in some provinces; But in the Areas of High Earthquake Intensity such as Yunnan, Sichuan area, high to the shockproof requirements of assembled architecture, in design and construction, all also there is larger gap in existing fabricated shear wall structural construction.
The purpose of this utility model is the shortcoming overcoming prior art, on the technical specification basis that existing country has promulgated, a kind of bracket steel bar concrete shear force wall connecting pin contact assembled architecture is provided, realize under the condition of equal seismic design, make the actual shock resistance of reinforced concrete shear wall assembled architecture stronger, and the higher requirement for anticorrosion of metalwork can be met, to guarantee structural safety.
Structure of the present utility model is: lower floor's shear wall slab upper end establish both sides encorbelment support bracket, the pre-erection of floor is placed on bracket table top, the position that floor pre-erection corresponds in the middle part of bracket table top is provided with the headspace treating cast-in-situ concrete, cast-in-situ concrete in headspace becomes the cast-in-place part of floor, lower floor's shear wall slab has multiple vertical reinforcement to protruding upward from shear wall slab and passing headspace, there are multiple vertical reinforcements of equal number shear wall slab lower end, upper strata to stretching out downwards, each vertical reinforcement has one section of arcuation reinforcing bar to cross-over connection between the termination of two reinforcing bars thus forms the semicircle shape top of evagination, the right semicircle shape top of the lower floor's shear wall slab vertical reinforcement semicircle shape split-top right with upper strata shear wall slab vertical reinforcement becomes reinforcing bar circle, horizontal reinforcement as connecting pin passes said reinforcing bar circle.The right effect of vertical reinforcement is exactly the dowel of connecting pin.
The diameter preferred value of vertical reinforcement to every root reinforcing bar is 14 ~ 18 millimeters.During actual production, can be 14 ~ 18 millimeters of reinforcing bars by a diameter be 180 degree of angle bendings, so just can become meet the utility model structural requirement a vertical reinforcement to use.
The beneficial effects of the utility model:
(1) Nodes is provided with the dowel of bracket, connecting pin and connecting pin, simplifies the connecting structure of site operation interior joint under the prerequisite meeting supporting capacity;
(2) improve the anti-seismic performance of reinforced concrete shear wall assembled architecture, make assembling industrialized building technique can be used for Areas of High Earthquake Intensity area;
(3) connecting pin is wrapped up by concrete, and Anticorrosion is solved;
(4) node connects reliable, simple structure, and constructing operation is easy, can accelerating construction progress, enhances productivity.
Accompanying drawing explanation
Fig. 1 is in embodiment, and the master at contact position, lower floor's shear wall slab upper end is not depending on cross-sectional view (drawing other arrangements of reinforcement).
Fig. 2 is in embodiment, and the master at contact position, shear wall slab lower end, upper strata is not depending on cross-sectional view (drawing other arrangements of reinforcement).
Fig. 3 is in embodiment, upper and lower story shear wallboard, and the master after floor assembly connection is also in the milk looks cross-sectional view.
Detailed description of the invention
See the embodiment of Fig. 1 ~ Fig. 3.
Lower floor's shear wall slab 1 upper end establishes both sides to encorbelment the bracket 2 supported, and the pre-erection 3 of floor is placed on the table top 4 of bracket 2, and the pre-erection of floor 3 position corresponded in the middle part of bracket table top 4 is provided with the headspace 5 treating cast-in-situ concrete filling.Lower floor's shear wall slab 1 has multiple vertical reinforcement protrude upward 6 (dowel of connecting pin) Zi Qiangding and pass headspace 5.Upper strata shear wall slab 7 lower end has multiple vertical reinforcements of equal number to stretch out 8 (dowels of connecting pin) downwards.Each vertical reinforcement has one section of arcuation reinforcing bar 9 to cross-over connection between the termination of two reinforcing bars thus forms the semicircle shape top of evagination.During actual fabrication, each vertical reinforcement is that 180 degree of angle bendings form to the reinforcing bar by a diameter 16 millimeters.The vertical reinforcement corresponding to upper strata shear wall slab right semicircle shape split-top in the right semicircle shape top of lower floor's shear wall slab vertical reinforcement becomes reinforcing bar circle, as Φ 22 reinforcing bar 10 of connecting pin horizontal through said reinforcing bar circle.11 is the cast-in-place part of floor, and 12 is wavy metal slurry anchor tube, and 13 be grout hole, and 14 is common vertical reinforcement in upper and lower shear wall slab, and 14 according to related specifications requirement value.15 for sitting pulp layer.16 is common arrangement of reinforcement in floor, and 16 require value according to related specifications.
Embodiment can be constructed like this:
(1) by designing requirement, precast yard's prefabricated band bracket 2 and the reinforcing bar that protrudes upward to 6 lower floor's shear wall slab 1, and band stretch out downwards reinforcing bar to 8 upper strata shear wall slab 7.The right spacing of reinforcing bar with other vertical muscle spacing of shear wall, by related specifications requirement value.When determining the sectional dimension of precast shear wall plate and bracket, amount of reinforcement, seismic behavior is different, and value is also different.Arrangement of reinforcement by calculating, will meet codes and standards.Bracket and lower floor's precast shear wall plate are prefabricated into T-shaped.Reinforcing bar checks according to related request the size of stretching out.Traditionally carry out prefabricated, only bracket and precast shear wall plate end side form are adjusted accordingly, after template support completes, the position that accurate spacer bars is right, subsequently concreting, maintenance.Prefabricated complete after be transported to job site, component is carried out lifting splicing.
(2) level installs connecting pin.
(3) floor pre-erection 3 carries out lifting splicing by reliable mode.To shear wall intermediate layer interior joint, water in node area after the floor pre-erection 3 bottom Reinforcement of node both sides is anchored at, after in-situ layer top Reinforcement runs through, water node area.In floor pre-erection 3, Reinforcement adopts overlapping mode to anchor in the in-situ layer part of floor, and in-situ layer thickness is not less than 60mm.Sit after pulp layer and water, and then by the high pressure grouting of reserved wavy metal slurry anchor tube, make connecting pin and connecting pin dowel (reinforcing bar to) and sit pulp layer, the cast-in-place part 11 of floor closely combines, the connection of node is more firm.
Meet on the basis of specification at connecting pin dowel (reinforcing bar to), according to building structure grade, load, analyze across footpath etc., during seismic design, anchorage length is 600mm.
Upper and lower story shear wallboard wall vertical reinforcement requires value according to related specifications.
If when connecting pin disturbs with upper and lower layer wallboard plain bars when installing, adjustment plain bars, is in the milk in gap.
Claims (3)
1. a bracket steel bar concrete shear force wall connecting pin contact assembled architecture, it is characterized in that: lower floor's shear wall slab upper end establish both sides encorbelment support bracket, the pre-erection of floor is placed on bracket table top, the position that floor pre-erection corresponds in the middle part of bracket table top is provided with the headspace treating cast-in-situ concrete, cast-in-situ concrete in headspace becomes the cast-in-place part of floor, lower floor's shear wall slab has multiple vertical reinforcement to protruding upward from shear wall slab and passing headspace, there are multiple vertical reinforcements of equal number shear wall slab lower end, upper strata to stretching out downwards, each vertical reinforcement has one section of arcuation reinforcing bar to cross-over connection between the termination of two reinforcing bars thus forms the semicircle shape top of evagination, the right semicircle shape top of the lower floor's shear wall slab vertical reinforcement semicircle shape split-top right with upper strata shear wall slab vertical reinforcement becomes reinforcing bar circle, horizontal reinforcement as connecting pin passes said reinforcing bar circle.The right effect of vertical reinforcement is exactly the dowel of connecting pin.
2. bracket steel bar concrete shear force wall connecting pin contact assembled architecture as claimed in claim 1, is characterized in that: the diameter of the every root reinforcing bar of vertical reinforcement centering is 14 ~ 18 millimeters.
3. bracket steel bar concrete shear force wall connecting pin contact assembled architecture as claimed in claim 2, is characterized in that: each vertical reinforcement is to the reinforcing bar for a diameter 14 ~ 18 millimeters in 180 degree of angle bendings.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420609325.5U CN204126048U (en) | 2014-10-19 | 2014-10-19 | Bracket steel bar concrete shear force wall connecting pin contact assembled architecture |
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| CN201420609325.5U CN204126048U (en) | 2014-10-19 | 2014-10-19 | Bracket steel bar concrete shear force wall connecting pin contact assembled architecture |
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| CN204126048U true CN204126048U (en) | 2015-01-28 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105937280A (en) * | 2016-06-03 | 2016-09-14 | 长沙远大住宅工业集团股份有限公司 | Novel prefabricated building connecting joint |
| CN106193451A (en) * | 2016-08-31 | 2016-12-07 | 济南市人防建筑设计研究院有限责任公司 | A kind of combination type prestressed beam slab system |
| CN106894573A (en) * | 2017-03-31 | 2017-06-27 | 中民筑友科技投资有限公司 | A kind of connecting node of multilayer wallboard and wallboard and floor |
| CN107254933A (en) * | 2017-07-17 | 2017-10-17 | 广东省建科建筑设计院有限公司 | The high-rise single through hole precast shear wall of assembled and its assembling structure and construction method |
| CN107299699A (en) * | 2017-06-26 | 2017-10-27 | 东南大学 | Assembled cavity shear wall horizontal joint Alveolus type dry type attachment structure |
| CN108978941A (en) * | 2018-08-27 | 2018-12-11 | 深圳市市政工程总公司 | Precast shear wall wall vertical connection structure |
| CN111074921A (en) * | 2019-12-31 | 2020-04-28 | 浙江世润建创科技发展有限公司 | Prefabricated ring beam reinforcing system for prefabricated slab disassembly-free thin slab tire mold and construction method |
-
2014
- 2014-10-19 CN CN201420609325.5U patent/CN204126048U/en active Active
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105937280A (en) * | 2016-06-03 | 2016-09-14 | 长沙远大住宅工业集团股份有限公司 | Novel prefabricated building connecting joint |
| CN106193451A (en) * | 2016-08-31 | 2016-12-07 | 济南市人防建筑设计研究院有限责任公司 | A kind of combination type prestressed beam slab system |
| CN106894573A (en) * | 2017-03-31 | 2017-06-27 | 中民筑友科技投资有限公司 | A kind of connecting node of multilayer wallboard and wallboard and floor |
| CN107299699A (en) * | 2017-06-26 | 2017-10-27 | 东南大学 | Assembled cavity shear wall horizontal joint Alveolus type dry type attachment structure |
| CN107299699B (en) * | 2017-06-26 | 2019-05-21 | 东南大学 | Assembled cavity shear wall horizontal joint Alveolus type dry type connection structure |
| CN107254933A (en) * | 2017-07-17 | 2017-10-17 | 广东省建科建筑设计院有限公司 | The high-rise single through hole precast shear wall of assembled and its assembling structure and construction method |
| CN108978941A (en) * | 2018-08-27 | 2018-12-11 | 深圳市市政工程总公司 | Precast shear wall wall vertical connection structure |
| CN108978941B (en) * | 2018-08-27 | 2023-09-26 | 深圳市市政工程总公司 | Vertical connection structure of prefabricated shear wall body |
| CN111074921A (en) * | 2019-12-31 | 2020-04-28 | 浙江世润建创科技发展有限公司 | Prefabricated ring beam reinforcing system for prefabricated slab disassembly-free thin slab tire mold and construction method |
| CN111074921B (en) * | 2019-12-31 | 2021-11-30 | 浙江世润建创科技发展有限公司 | Prefabricated ring beam reinforcing system for prefabricated slab disassembly-free thin slab tire mold and construction method |
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Address after: 650000 Kunming Institute of science and technology, Kunming University of Science and Technology, Yunnan Road, science and Technology Park, building A, building No. 296, building, building, building 2 Patentee after: Yunnan Construction Engineering Group Co., Ltd. Address before: 650000 Kunming Institute of science and technology, Kunming University of Science and Technology, Yunnan Road, science and Technology Park, building A, building No. 296, building, building, building 2 Patentee before: Kunming Yingzao Project Design Co., Ltd. |