CN109024973A - A kind of connection structure and its construction method for precast shear wall - Google Patents
A kind of connection structure and its construction method for precast shear wall Download PDFInfo
- Publication number
- CN109024973A CN109024973A CN201810744847.9A CN201810744847A CN109024973A CN 109024973 A CN109024973 A CN 109024973A CN 201810744847 A CN201810744847 A CN 201810744847A CN 109024973 A CN109024973 A CN 109024973A
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- Prior art keywords
- shear wall
- precast shear
- convex
- horizontal
- steel plate
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
Abstract
A kind of connection structure for precast shear wall, including the L-type steel plate with peg, horizontal anchor rib and packing material；Convex is processed into the lower surface of top precast shear wall, and convex two sides are embedded with L-type steel plate；One jiao of limb of L-type steel plate is embedded on the precast shear wall of top by peg, and is equipped with the vertical hole passed through for longitudinal reinforcement, and overhanging longitudinal reinforcement forms closed ring muscle I two-by-two；The upper surface on lower part precast shear wall or basis is equipped with vertical connection reinforcing bar, and the vertical reinforcing bar that connects forms closed ring muscle II two-by-two；The two sides cast in situs packing material of convex, packing material of the horizontal anchor rib level in closed ring muscle I and closed ring muscle II, and the horizontal hole of the reserved horizontal hole and L-type steel plate at convex is passed through, it is anchored using bolt or anchorage.The present invention can effectively improve the working performance in the connection section of cast in situs packing material and precast shear wall structure, while improve the whole anti-seismic performance of shear wall structure.
Description
Technical field
The present invention relates to a kind of connection structure and its construction method for precast shear wall, be particularly suitable for shear wall with
The connection construction of basic, shear wall seam, belongs to construction engineering technical field.
Background technique
Assembly of shear wall structure, by it is small to environment and traffic impact, speed of application is fast and component quality is easily-controllable
The advantages that processed, is widely applied in Practical Project construction.But currently, existing shear wall seam interconnection technique constrains
This structure type is applied furtherly, and main problem is that the intensity of seam is inadequate, can be generated in weak seam crossing
Biggish stress and strain causes crack to be extended rapidly in the region so that structure is destroyed.
Currently, the grout sleeve connection type being widely used, since grouting quality is difficult to ensure and is difficult to detect, safety
Reliability is by certain query.And when using the wet connection of cast in situs connecting sewing, poured in place concrete and prefabricated shearing
The linkage interface and corner poured in place concrete of wall construction are the weak spot of earthquake-resistant structure.
Summary of the invention
In order to overcome the above-mentioned deficiency of the prior art, the present invention provide a kind of connection structure for precast shear wall and its
Construction method can effectively improve the working performance in the connection section of poured in place concrete and precast shear wall structure, simultaneously
Improve the whole anti-seismic performance of shear wall structure.
The technical solution used to solve the technical problems of the present invention is that:
A kind of connection structure for precast shear wall is set to top precast shear wall to be connected and lower part is prefabricated cuts
Between power wall or basis, the connection structure includes the L-type steel plate with peg, horizontal anchor rib and packing material；On described
Convex is processed into the lower surface of portion's precast shear wall, is equipped with the reserved horizontal hole passed through for horizontal anchor rib, convex at convex
L-type steel plate is embedded on the shear wall of two sides；One jiao of limb of L-type steel plate is embedded on the precast shear wall of top by peg, the angle
On limb and it is equipped with the vertical hole that passes through for longitudinal reinforcement, height of the longitudinal reinforcement by the extension of vertical hole than convex
Smaller, overhanging longitudinal reinforcement forms closed ring muscle I two-by-two；Another angle limb of L-type steel plate is turned under and length and convex
It is highly identical, on the angle limb and it is equipped with the horizontal hole passed through for horizontal anchor rib；The lower part precast shear wall or basis
Upper surface is the horizontal hair side that roughness is greater than 2mm, and is equipped with the vertical connection reinforcing bar of the upper surface higher than shear wall or basis,
The overhanging height of the vertical connection reinforcing bar is identical as the overhanging height of the longitudinal reinforcement of top precast shear wall, vertically connects reinforcing bar
Closed ring muscle II is formed two-by-two, and the sectional area of closed ring muscle II is not less than the sectional area of closed ring muscle I, closed ring muscle
II vertical portion is also cased with steel pipe；The two sides cast in situs packing material of the convex, horizontal anchor rib level run through and reach
The packing material in closed ring muscle I and closed ring muscle II after certain compression strength, and pass through the reserved level at convex
The horizontal hole of hole and L-type steel plate, is anchored using bolt or anchorage.
A kind of construction method of the connection structure for precast shear wall: specific step is as follows: 1) according to connection structure
Demand makes top precast shear wall, lower part precast shear wall or basis, and the pre-buried L-type steel on the precast shear wall of top
Plate；2) top precast shear wall is pressed into Design Orientation above lower part precast shear wall or basis；3) horizontal anchor rib is horizontal
Reserved horizontal hole at the horizontal hole of L-type steel plate, closed ring muscle I, closed ring muscle II and convex, and pass through spiral shell
Bolt or anchorage are anchored on L-type steel plate；4) top precast shear wall lower surface convex two sides and lower part precast shear wall or
The template supported on both sides of the cavity formed between the upper surface on basis, form height are higher than cavity height and reserved pouring hole；5)
Packing material is filled up cavity by pouring hole；6) to level after the packing material of cavity filling reaches certain compression strength
Anchor rib is anchored.
Compared with prior art, the beneficial effects of the present invention are:
1) present invention uses the L-type steel plate with peg, on the one hand can serve as template when precast shear wall production, reduce
Duration of demoulding；On the other hand the cohesive force that precast shear wall pours filler material joint face with after can be improved, overcome tradition
The structure joint face the problem of premature rupture, increases the globality of structure under geological process.
2) horizontal anchor rib of the invention applies pretightning force, on the one hand enhances horizontal anchor rib to the closed-loop of top and the bottom
The pin tumbler locks power of shape muscle I and closed ring muscle II, overcome traditional structure due to local crushing of concrete and pin tumbler locks power sharply
The problem of decline；On the other hand horizontal anchor rib and L-type steel plate are improved and are filled out by applying pretightning force joint constraint packing material
The bearing capacity ability of material is filled, to improve shear wall structure entirety anti-seismic performance.
3) lower part precast shear wall of the invention or on the basis of the closed ring muscle II with steel pipe, can effectively avoid down
Bending deformation of portion's reinforcing bar under earthquake course under cyclic loading and the problem of thus bring concrete cover falls off too early,
The energy dissipation capacity for the shear wall that can be significantly improved.
4) the connection structure anti-seismic performance is good, easy for construction, is not necessarily to special construction equipment, and quality is easy to guarantee and detect.
Detailed description of the invention
Present invention will be further explained below with reference to the attached drawings and examples.
Fig. 1 is the structural schematic diagram of the connection structure embodiment on top precast shear wall and basis.
Fig. 2 is the structural schematic diagram of the connection structure embodiment of top precast shear wall and lower part precast shear wall.
Fig. 3 is the side view of connection structure in Fig. 1 and Fig. 2.
Fig. 4 is the structural schematic diagram of L-type steel plate in Fig. 3.
In figure: 1, top precast shear wall, 2, basis, 3, peg, 4, L-type steel plate, 5, longitudinal reinforcement, 5-1, closed ring
Muscle I, 6, horizontal anchor rib, 7, vertically connect reinforcing bar, 7-1, closed ring muscle II, 8, bolt or anchorage, 9, packing material, 10,
Lower part precast shear wall.
Specific embodiment
In order to make the object, technical scheme and advantages of the embodiment of the invention clearer, below in conjunction with the embodiment of the present invention
In attached drawing, technical scheme in the embodiment of the invention is clearly and completely described, it is clear that described embodiment is
A part of the embodiments of the present invention, instead of all the embodiments.Based on the embodiments of the present invention, ordinary skill people
Member's every other embodiment obtained without making creative work, belongs to protection scope of the present invention.
Embodiment 1:
Fig. 1 is the connection structure embodiment of top precast shear wall 1 and basis 2, the lower surface of upper part precast shear wall 1
For convex, the reserved horizontal hole passed through for horizontal anchor rib 6,1 lower surface convex two of top precast shear wall are equipped at convex
L-type steel plate 4 as shown in Figure 4 is embedded on the shear wall of side, one jiao of limb of L-type steel plate 4 passes through peg 3 and top precast shear wall
1 connection, and it is equipped with the vertical hole passed through for shear wall longitudinal reinforcement 5；Another angle limb of L-type steel plate 4 be turned under and length with
Precast shear wall 1 convex height in top is identical, and is equipped with the horizontal hole passed through for horizontal anchor rib 6.Top precast shear wall 1
It is extended to outside the vertical hole that longitudinal reinforcement 5 in the shear wall of lower surface convex two sides passes through L-type steel plate 4 flat with convex lower surface
Together, and the longitudinal reinforcement 5 of through-thickness processes I 5-1 of closed ring muscle two-by-two.The upper surface on the basis 2 of the pre-connection is
Roughness is greater than the horizontal hair side of 2mm, and is equipped with the vertical connection reinforcing bar 7 higher than upper surface, and overhanging 7 liang of vertical connection reinforcing bar
Two form II 7-1 of closed ring muscle, and the vertical portion of II 7-1 of closed ring muscle is also cased with steel pipe, and the diameter of steel pipe is slightly larger than steel
Muscle diameter, II 7-1 of closed ring muscle with steel pipe extend above the upper surface on basis 2 outside, this vertically connects the overhanging height of reinforcing bar 7
Essentially identical with the overhanging height of I 5-1 of closed ring muscle of top precast shear wall 1 to be connect, II 7-1's of closed ring muscle cuts
Sectional area of the area not less than I 5-1 of closed ring muscle of top precast shear wall 1 to be connected.The horizontal anchor rib 6 uses
Steel strand wires, level is through I 5-1 of closed ring muscle of top precast shear wall 1 and the closed ring muscle II with steel pipe on basis 2
Reserved horizontal hole at 1 convex of inside and top precast shear wall of 7-1, and used by the horizontal hole of L-type steel plate 4
Anchorage is anchored, as shown in Figure 3.The 1 convex two sides cast in situs packing material 9 of top precast shear wall fills material
Material 9 uses self-compacting concrete.
Its construction method are as follows:
1) top precast shear wall 1 and basis 2 are made according to the demand of connection structure；
2) top precast shear wall 1 is pressed into Design Orientation above basis 2；
3) by horizontal the anchor rib 6 horizontal horizontal hole for passing through L-type steel plate 4, I 5-1 of closed ring muscle, with the closing of steel pipe
Reserved horizontal hole at II 7-1 of circular bar, upper convex, and be anchored on L-type steel plate 4 by anchorage；
4) cavity two formed between the shear wall and basis 2 of 1 lower surface convex two sides of top precast shear wall is collateral
Hold mode plate, form height are higher than cavity height and reserved pouring hole；
5) packing material 9 is filled up cavity by pouring hole, packing material 9 used is self-compacting concrete；
6) anchor is carried out to horizontal anchor rib 6 using anchorage after the packing material 9 of cavity filling reaches certain compression strength
Gu.
Implement 2:
Fig. 2 is the connection structure embodiment of top precast shear wall 1 and lower part precast shear wall 10, is different from embodiment
Difference be that lower part precast shear wall 10 is instead of the basis 2 in embodiment 1, but lower part precast shear wall 10 and top are pre-
The structure of 1 junction of shear wall processed is completely the same with basis 2.In addition, horizontal anchor rib 6 described in the present embodiment selects end
Threaded reinforcing bar, and packing material 9 uses grouting material.Its construction method is same as Example 1.
The connection structure premenstruum (premenstrua) Low-cycle Test of embodiment 1 and embodiment 2 obtains it with equivalent or even excellent
In the working performance and anti-seismic performance parameter of integral cast-in-situ structure, to demonstrate beneficial effect.
The above is only presently preferred embodiments of the present invention, not does limitation in any form to the present invention, it is all according to
According to technical spirit of the invention, any simple modification and same variation are made to above embodiments, each fall within guarantor of the invention
Within the scope of shield.
Claims (6)
1. it is prefabricated to be set to top precast shear wall (1) and lower part to be connected for a kind of connection structure for precast shear wall
Between shear wall (10) or basic (2), it is characterized in that: the connection structure includes the L-type steel plate (4) with peg (3), level
Anchor rib (6) and packing material (9)；
Convex is processed into the lower surface of the top precast shear wall (1), be equipped at convex pass through for horizontal anchor rib (6) it is pre-
Horizontal hole is stayed, L-type steel plate (4) are embedded on the shear wall of convex two sides；One jiao of limb of L-type steel plate (4) is pre-buried by peg (3)
On top precast shear wall (1), on the angle limb and it is equipped with the vertical hole passed through for longitudinal reinforcement (5), longitudinal reinforcement (5) is logical
The extension for crossing vertical hole is more smaller than the height of convex, and overhanging longitudinal reinforcement (5) forms I (5- of closed ring muscle two-by-two
1)；Another angle limb of L-type steel plate (4) is turned under and length is identical as the height of convex, is additionally provided on the angle limb and anchors for level
The horizontal hole that muscle (6) passes through；
The upper surface of the lower part precast shear wall (10) or basic (2) is the horizontal hair side that roughness is greater than 2mm, and is equipped with height
Vertical connection reinforcing bar (7) in upper surface, this vertically connects the overhanging height of reinforcing bar (7) and indulging for top precast shear wall (1)
Overhanging height to reinforcing bar (5) is identical, and overhanging vertical connection reinforcing bar (7) forms closed ring muscle II (7-1), closed-loop two-by-two
The sectional area of shape muscle II (7-1) is not less than the sectional area of closed ring muscle I (5-1), the vertical portion of closed ring muscle II (7-1)
Also it is cased with steel pipe；
The two sides cast in situs packing material (9) of the convex, horizontal anchor rib (6) are horizontal after reaching certain compression strength
Closed ring muscle I (5-1) and closed ring muscle II (7-1) in packing material (9), and pass through convex at reserved lateral aperture
The horizontal hole of hole and L-type steel plate (4) is anchored using bolt or anchorage (8).
2. a kind of connection structure for precast shear wall according to claim 1, it is characterized in that: the height of the convex
Not less than 150mm.
3. a kind of connection structure for precast shear wall according to claim 1 or 2, it is characterized in that: at the convex
The quantity of reserved horizontal hole be no less than 4.
4. a kind of connection structure for precast shear wall according to claim 1, it is characterized in that: the horizontal anchoring
Muscle (6) is the threaded reinforcing bar of steel strand wires or end.
5. a kind of connection structure for precast shear wall according to claim 1, it is characterized in that: the packing material
It (9) is self-compacting concrete or grouting material.
6. a kind of construction method of any connection structure for precast shear wall of claim 1 to 5 is it is characterized in that: specific
Steps are as follows:
1) top precast shear wall (1), lower part precast shear wall (10) or basis (2) are made according to the demand of connection structure, and
And the pre-buried L-type steel plate (4) on top precast shear wall (1)；
2) top precast shear wall (1) is pressed into Design Orientation above lower part precast shear wall (10) or basic (2)；
3) horizontal hole by horizontal anchor rib (6) horizontal through L-type steel plate (4), closed ring muscle I (5-1), closed ring muscle
Reserved horizontal hole at II (7-1) and convex, and be anchored on L-type steel plate (4) by bolt or anchorage (8)；
4) in the upper table of the convex two sides of top precast shear wall (1) lower surface and lower part precast shear wall (10) or basic (2)
The template supported on both sides of the cavity formed between face, form height are higher than cavity height and reserved pouring hole；
5) packing material (9) is filled up cavity by pouring hole；
6) horizontal anchor rib (6) is anchored after the packing material (9) of cavity filling reaches certain compression strength.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810744847.9A CN109024973B (en) | 2018-07-09 | 2018-07-09 | Connecting structure for prefabricated shear wall and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810744847.9A CN109024973B (en) | 2018-07-09 | 2018-07-09 | Connecting structure for prefabricated shear wall and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109024973A true CN109024973A (en) | 2018-12-18 |
| CN109024973B CN109024973B (en) | 2020-02-07 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201810744847.9A Active CN109024973B (en) | 2018-07-09 | 2018-07-09 | Connecting structure for prefabricated shear wall and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110513147A (en) * | 2019-07-01 | 2019-11-29 | 中国铁路设计集团有限公司 | Separated tunnel partition wall in a kind of |
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| CN204001270U (en) * | 2014-07-24 | 2014-12-10 | 冠鲁建设股份有限公司 | A kind of reinforced concrete wall and masonry wall syndeton |
| AU2015100669A4 (en) * | 2014-09-24 | 2015-07-02 | Conrock Australia Pty Ltd | Hollow Wall |
| CN207048077U (en) * | 2017-07-24 | 2018-02-27 | 海南省建筑产业化股份有限公司 | A kind of fabricated shear wall connecting node |
| CN109736479A (en) * | 2019-01-28 | 2019-05-10 | 中南大学 | Fabricated shear wall seam construction and its joining method |
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2018
- 2018-07-09 CN CN201810744847.9A patent/CN109024973B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20120019048A (en) * | 2010-08-24 | 2012-03-06 | 쌍용건설 주식회사 | Shear wall type vibration control apparatus |
| CN102433945A (en) * | 2011-08-30 | 2012-05-02 | 东南大学 | Vertical mixed connection structure and method of prefabricated internal wallboards for assembling shear wall structure |
| CN204001270U (en) * | 2014-07-24 | 2014-12-10 | 冠鲁建设股份有限公司 | A kind of reinforced concrete wall and masonry wall syndeton |
| AU2015100669A4 (en) * | 2014-09-24 | 2015-07-02 | Conrock Australia Pty Ltd | Hollow Wall |
| CN207048077U (en) * | 2017-07-24 | 2018-02-27 | 海南省建筑产业化股份有限公司 | A kind of fabricated shear wall connecting node |
| CN109736479A (en) * | 2019-01-28 | 2019-05-10 | 中南大学 | Fabricated shear wall seam construction and its joining method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110513147A (en) * | 2019-07-01 | 2019-11-29 | 中国铁路设计集团有限公司 | Separated tunnel partition wall in a kind of |
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| CN109024973B (en) | 2020-02-07 |
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