CN104929279B - Pre-cast shear wall vertical rebar centralized restraint lap joint construction - Google Patents
Pre-cast shear wall vertical rebar centralized restraint lap joint construction Download PDFInfo
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- CN104929279B CN104929279B CN201510362691.4A CN201510362691A CN104929279B CN 104929279 B CN104929279 B CN 104929279B CN 201510362691 A CN201510362691 A CN 201510362691A CN 104929279 B CN104929279 B CN 104929279B
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Abstract
The invention discloses pre-cast shear wall vertical rebar centralized restraint lap joint construction. Upper vertical rebars of a lower shear wall are bent with equal angles and extend into connecting pore passages preserved in the lower portion of an upper shear wall, spiral stirrups with different screw pitches are arranged on the outer sides of the pore passages, vertical rebars and additional vertical rebars are distributed for multiple rows in the direction of wall thickness in the pore passages, and the upper shear wall and lower shear wall vertical rebar centralized restraint lap joint is achieved through grouting materials which are injected afterwards. According to the pre-cast shear wall vertical rebar centralized restraint lap joint construction, the difficulties of production and construction are reduced, the material requirements on the grouting materials and the spiral stirrups are reduced, and the reliable connection and the structural integrity of longitudinal bars are guaranteed.
Description
Technical field
The present invention relates to a kind of Vertical bar connection construction of prefabrication and assembly construction shear wall, belong to architectural engineering precast concrete
Shear wall structure technical field.
Background technology
Shear wall structure has bearing capacity and lateral deformation stiffness higher, horizontal shear can be reasonably resistant to, with good
Good anti-seismic performance.After introducing prefabrication and assembly construction technology, precast shear wall structure also has to be easy to factory normalization to manufacture, shows
Wet trade is few, easy construction, surrounding environment influence is mitigated, the advantages of transport resource and human resources input are reduced.Cause
This, with China's building industrialization and the current demand of housing industrialization, precast shear wall structure is lived in China's multilayer and high level
To be had broad application prospects in residence building.
Between the core technology of precast shear wall structure is the component such as shear wall and beam, upper strata shear wall and lower floor's shear wall
Connecting structure form, its quality directly influences bearing capacity and ductile performance of structure etc..And the vertical reinforcement of precast shear wall
Connecting structure is one of main contents, and current existing shear wall Vertical bar connection technology is by shear wall structure lower floor
Vertical applied force reinforcing bar in wall inward flange component replaces that (lower end of bar reinforcement is embedded in down with an other equivalent bar reinforcement
Layer wall), and the upper end of bar reinforcement is stretched into the reserved grout hole in upper wall bottom；Or by lower floor's wall inward flange structure
Every vertical reinforcement in part is inserted in the reserving hole that upper wall pre-sets respectively.
There is, additional vertical reinforcement high to grouting material requirement or hoop in above-mentioned shear wall Vertical bar connection technology
Muscle, to field operation and construction precision requirement it is higher, site operation amount is big the problems such as.Therefore, on the basis of existing interconnection technique
On, propose that a kind of improved precast shear wall vertical reinforcement concentrates constraint overlap joint interconnection technique, precast shear wall structure is pushed away
Wide and application has more important meaning.
Interconnection technique between the component such as precast shear wall and wall, beam is the key point of precast construction system, how structure
Build that stress performance is good, construction measure rationally, construction easily new connecting structure, be always that precast shear wall structural elements connects
The technological difficulties for connecing.
The content of the invention
Technical problem：Low difficulty, the convenient, meterial saving and high efficiency of construction, type of attachment letter are manufactured the invention provides one kind
The clear and definite precast shear wall vertical reinforcement of single, stress concentrates constraint overlap joint connecting structure.
Technical scheme：Precast shear wall vertical reinforcement of the invention concentrates constraint overlap joint connecting structure, under the construction includes
Layer precast shear wall and upper strata precast shear wall, top vertical reinforcement and the upper strata precast shear wall of lower floor's precast shear wall
The reserved connection duct of correspondence that bottom is set is staggered setting, after top vertical reinforcement is through bending, stretches into corresponding reserved connecting hole
Road, the reserved connection duct outside is the tie hoop or welding hoop for surrounding its setting, in described top vertical reinforcement
In the range of bending part region, it is provided with what is be connected with the vertical reinforcement of lower floor's precast shear wall and upper strata precast shear wall
Bar dowel, the diameter of described bar dowel is not less than 8mm.It is provided with each reserved connection duct additional no less than 1 vertical
Reinforcing bar, its diameter and stretch into reserved connection duct length it is identical with top vertical reinforcement, stretch into it is reserved connect in duct it is upper
Portion's vertical reinforcement, additional vertical reinforcement are each perpendicular to flooring, and along the multiple rows of distribution of precast shear wall thickness direction, described top
The grouting material that vertical reinforcement, additional vertical reinforcement inject after passing through with reserved connection duct realizes that levels precast shear wall is vertical
Reinforcing bar concentrates constraint overlap joint connection.
Further, the top vertical reinforcement need to bend twice, and bending angle is not more than 10 °, and top vertical reinforcement
Diameter is not more than 18mm, and the bending angle twice of every top vertical reinforcement is identical.
Further, the pitch not wait tie hoop vertical height be connected the highly identical of duct, spiral hoop
The coiling diameter of muscle is the diameter+10mm, the pitch h in the altitude range of tie hoop bottom 1/2 for connecting ductbFor 40~
70mm, and the pitch h in the altitude range of top 1/2tIt is 1.2hb~2.4hb。
Further, the connection duct vertical height of precast shear wall edge member part is (llE+ 50mm), remainder
The vertical height for connecting duct is (laE+ 50mm), wherein llEIt is the minimum lap of splice of top vertical reinforcement and vertical reinforcement,
laEIt is the anchorage length of top vertical reinforcement, the diameter span in the connection duct is 0.5bwTo bw- 2c, wherein bwFor
The section thickness of upper strata precast shear wall, c is the thickness of concrete cover of upper strata precast shear wall.
Beneficial effect：Compared with prior art, the present invention has advantages below：
(1) vertical reinforcement in levels precast shear wall is using concentrating constraint, vertical overlap joint connection, it is to avoid existing perpendicular
It is to being needed in rebar connecting technology that connection duct in every reinforcing bar each self-corresponding reserving hole of insertion and reserved is larger,
The performance requirement to grouting material is reduced, while ensure that vertical reinforcement reliably overlaps switching performance.
(2) every top vertical reinforcement angularly bends twice, is on the one hand conducive to reserving hole channel internal upper part vertical reinforcement
Regular distribution and positioning, be on the other hand significantly reduced structure manufacture, production difficulty, improve the convenient of site operation
Property and high efficiency.
(3) routine techniques is not specific enough to the status requirement of connected vertical reinforcement, and generally there are many reinforcing bars and be located at
It is inefficient on the center line of shear wall.In the present invention, the vertical reinforcement point after connection is multiple rows of parallel to shear wall's thickness direction
Set, and be regularly distributed in the inwall in reserved connection duct, apart from shear wall center line farther out, it is thus possible to cut for prefabricated
Power wall goes out planes carry power there is provided certain, improves structural behaviour.
(4) the pre-buried tie hoop of hole inwall can effectively constrain compressive region concrete, improve its intensity and to institute
The bond stress of vertical reinforcement is overlapped, and increased the area of compressive region concrete.Compared with routine techniques, duct has been taken into full account
The different loading characteristics (lower rebar stress is more unfavorable) of vertical reinforcement, targetedly set spiral shell in upper and lower 1/2 altitude range
Away from the tie hoop not waited, bottom pitch is set into closeer, top pitch and sets sparse, it is efficient with material-saving and stress
The features such as.Additionally, having larger-diameter tie hoop energy operative constraint compressive region concrete, its intensity is improved and for cutting
The bond stress of power vertical reinforcement within the walls.
(5) construction measure such as bar dowel and additional vertical reinforcement is increased, vertical reinforcement overlap joint connection is further ensure that
Reliability and integrality performance of the structure.On the premise of the globality and ductility for ensureing structure, the connecting structure is relatively simple, receives
Power is clear and definite.
Brief description of the drawings
Fig. 1 is the vertical reinforcement concentration constraint overlap joint connection diagram of lower floor of the present invention and upper strata precast shear wall.
Fig. 2 is the A-A profiles of Fig. 1 precast shear walls at the middle and upper levels.
Fig. 3 is the signal of the preceding upper strata precast shear wall of Vertical bar connection and pre- embedded pitch tie hoop not etc.
Figure.
Fig. 4 is lower floor's precast shear wall and its vertical reinforcement angularly bending sketch map before Vertical bar connection.
Wherein：1 is lower floor's precast shear wall, and 2 is the top vertical reinforcement that lower floor's precast shear wall intends stretching into duct, and 3 are
Upper strata precast shear wall, 4 is the reserving hole channel of upper strata precast shear wall bottom, and 5 is the varying pitch that duct outside pre-sets
Tie hoop or welding hoop, 6 is the vertical reinforcement in the precast shear wall of upper strata, and 7 is bar dowel of the diameter not less than 8mm, and 8 are
The additional vertical reinforcement that lower floor's precast shear wall top is set, 9 is stirrup.
Specific embodiment
With reference to specific embodiment, and referring to the drawings, the present invention is described further：
Fig. 1 is the vertical reinforcement concentration constraint overlap joint connection of lower floor's precast shear wall 1 of the present invention and upper strata precast shear wall 3
Illustrate, and Fig. 2 correspond to the A-A profiles of Fig. 1 precast shear walls 3 at the middle and upper levels.As shown in Figure 1 and Figure 2, a kind of precast shear wall
Vertical reinforcement concentrates constraint overlap joint connecting structure, after the top vertical reinforcement 2 of lower floor's precast shear wall 1 is through bending, stretches into upper strata
The reserved connection duct 4 that the bottom of precast shear wall 3 is set, the outside of the reserved connection duct 4 is provided with the spiral that pitch is not waited
Stirrup or welding hoop 5.Should not be connected using concentrating constraint to overlap when the diameter of top vertical reinforcement 2 is excessive.Reserving hole channel 4
Diameter it is unsuitable excessive, it is also unsuitable too small, to ensure the switching performance of vertical muscle.
In the range of the described bending of top vertical reinforcement 2, the phase of vertical reinforcement 6 with upper strata precast shear wall 3 is provided with
Bar dowel 7 even, the diameter of described bar dowel 7 is not less than 8mm.This is the corner for causing stirrup 9 later due to indulging muscle bending
Vacancy position is left, it is necessary to set bar dowel 7.
Edge member part each reserving hole channel 4 planted agent increases setting and is no less than 1 additional bar 8, and additional bar should set
Put in dry wall shearing and have enough anchorage lengths.As shown in Figure 1 and Figure 2, it is provided with not in each reserved connection duct 4
Less than 1 additional vertical reinforcement 8, its diameter and stretch into reserved connection duct 4 length it is identical with top vertical reinforcement 2, stretch into
Top vertical reinforcement 2, additional vertical reinforcement 8 in reserved connection duct 4 are each perpendicular to flooring, and along precast shear wall thickness side
To multiple rows of distribution, and be regularly distributed in the inwall in reserved connection duct 4, apart from shear wall center line farther out, with conventional skill
Art is compared, and efficiency is higher, certain can go out planes carry power for precast shear wall is provided.It is described top vertical reinforcement 2, attached
Plus vertical reinforcement 8 pass through with reserved connection duct 4 after inject grouting material realize levels precast shear wall vertical reinforcement concentrate
Constraint overlap joint connection.8 pairs of performances of guarantee vertical reinforcement overlap joint connection of bar dowel 7 and additional vertical reinforcement are especially in dry wall
The stress performance of top vertical reinforcement 2 has a very important role.
As shown in Figure 1, Figure 3, the pitch not wait tie hoop 5 vertical height be connected the highly identical of duct 4,
The coiling diameter of tie hoop 5 is the diameter+10mm for connecting duct 4.In view of the stress of bottom vertical reinforcement 2 of reserving hole channel 4
It is larger, and top half stress is smaller, therefore the pitch of top half tie hoop can suitably increase.The bottom 1/2 of tie hoop 5
Pitch h in altitude rangebIt is 40~70mm, and the pitch h in the altitude range of top 1/2tIt is 1.2hb~2.4hb。
As Figure 1 and Figure 4, the top vertical reinforcement 2 need to angularly be bent twice, and place is stretched out in lower floor's shear wall 1
First time bending is carried out, and second bending is carried out in the porch of stretching of reserving hole channel 4, bending angle is not more than 10 °, and top is perpendicular
It is not more than 18mm, the every bending angle all same of top vertical reinforcement 2 to the diameter of reinforcing bar 2.Every top vertical reinforcement isogonism
Degree bending twice, is on the one hand conducive to regular distribution and the positioning of the internal upper part vertical reinforcement 2 of reserving hole channel 4, on the other hand also shows
Work reduces structure manufacture, the difficulty of production, improves the convenience and high efficiency of site operation.When the top of lower floor's dry wall 1
When last layer is highly larger, two inflection points of top vertical reinforcement 2 may be provided in last layer, remaining situation bottom inflection point
It is arranged in dry wall, top inflection point is arranged in last layer.
In the present invention, the vertical height that duct 4 is connected described in edge member part is (llE+ 50mm), described in remainder
The vertical height for connecting duct 4 is (laE+ 50mm), wherein llEIt is the lap of splice between top and bottom vertical reinforcement, laEFor
The anchorage length of vertical reinforcement, the diameter span in the connection duct 4 is 0.5bwTo bw- 2c, wherein bwFor upper strata is prefabricated
The section thickness of shear wall 3, c is the thickness of concrete cover of upper strata precast shear wall 3.Can be set using metal bellows and cut
The connection duct 4 that power is reserved within the walls, can be screwed out during structure manufacture.
Below schematically the present invention and embodiments thereof are described, the description does not have restricted, accompanying drawing 1 ---
It is one of embodiments of the present invention shown in Fig. 4.When presently disclosed connected mode is applied to more generally shear wall
When, can be set up in the middle part of shear wall bottom surface according to actual needs no less than a reserving hole channel, and in the pre-buried spiral shell of duct inwall
Away from the tie hoop not waited, vertical reinforcement radical and distribution form in reserving hole channel also can be adjusted suitably.Therefore, if other
Technical staff in the case of without departing from the invention objective, using the means of structural connection and reality similar to the technical scheme
Example is applied, protection scope of the present invention all should be belonged to.
Claims (2)
1. a kind of precast shear wall vertical reinforcement concentrates constraint overlap joint connecting structure, it is characterised in that the construction includes that lower floor is pre-
Shear wall (1) processed and upper strata precast shear wall (3), the top vertical reinforcement (2) of lower floor's precast shear wall (1) are pre- with upper strata
Reserved connection duct (4) of correspondence that shear wall (3) bottom processed is set is staggered setting, after top vertical reinforcement (2) is through bending, is stretched into
Corresponding reserved connection duct (4), reserved connection duct (4) outside is tie hoop (5) or the welding for surrounding its setting
Hoop, in the range of described top vertical reinforcement (2) bending part region, is provided with and lower floor's precast shear wall (1)
And the connected bar dowel (7) of vertical reinforcement (6) of upper strata precast shear wall (3), the diameter of described bar dowel (7) is not less than
8mm；
It is provided with each reserved connection duct (4) no less than 1 additional vertical reinforcement (8), its diameter and stretches into reserved connection
The length in duct (4) is identical with top vertical reinforcement (2), stretches into top vertical reinforcement (2) in reserved connection duct (4), attached
Plus vertical reinforcement (8) is each perpendicular to flooring, and along the multiple rows of distribution of precast shear wall thickness direction, described top vertical reinforcement
(2) grouting material injected after, additional vertical reinforcement (8) passes through with reserved connection duct (4) realizes that levels precast shear wall is erected
Constraint overlap joint connection is concentrated to reinforcing bar；
The top vertical reinforcement (2) need to bend twice, and bending angle is not more than 10 °, and the diameter of top vertical reinforcement (2) is little
In 18mm, the bending angle twice of every top vertical reinforcement (2) is identical；
Pitch not wait tie hoop (5) vertical height be connected the highly identical of duct (4), the winding of tie hoop (5)
Diameter+the 10mm of a diameter of connection duct (4), the pitch h in the altitude range of tie hoop (5) bottom 1/2bIt is 40~70mm,
And the pitch h in the altitude range of top 1/2tIt is 1.2hb~2.4hb。
2. precast shear wall vertical reinforcement according to claim 1 concentrates constraint overlap joint connecting structure, it is characterised in that pre-
Connection duct (4) vertical height of shear wall edge member part processed is (llE+ 50mm), remainder connects the perpendicular of duct (4)
It is (l to heightaE+ 50mm), wherein llEIt is top vertical reinforcement (2) and the minimum lap of splice of vertical reinforcement (6), laEFor upper
The anchorage length of portion's vertical reinforcement (2), the diameter span of the connection duct (4) is 0.5bwTo bw- 2c, wherein bwFor upper
The section thickness of layer precast shear wall (3), c is the thickness of concrete cover of upper strata precast shear wall (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510362691.4A CN104929279B (en) | 2015-06-26 | 2015-06-26 | Pre-cast shear wall vertical rebar centralized restraint lap joint construction |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510362691.4A CN104929279B (en) | 2015-06-26 | 2015-06-26 | Pre-cast shear wall vertical rebar centralized restraint lap joint construction |
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| CN104929279A CN104929279A (en) | 2015-09-23 |
| CN104929279B true CN104929279B (en) | 2017-05-24 |
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| CN106760054B (en) * | 2017-03-01 | 2023-01-31 | 同济大学 | Prefabricated reinforced concrete shear wall |
| CN107741381B (en) * | 2017-09-28 | 2023-10-27 | 江苏省建筑科学研究院有限公司 | Device and method for detecting grouting compactness of slurry anchor lap joint connection node |
| CN108914779B (en) * | 2018-08-01 | 2019-10-25 | 武汉理工大学 | The anchorage length of reserved grout hole bolt anchor head connection reinforcing bar determines method |
| CN111119378A (en) * | 2020-01-14 | 2020-05-08 | 韩静 | Prefabricated hollow superposed shear wall with vertical steel bars penetrating through edge members |
| CN111236527A (en) * | 2020-03-26 | 2020-06-05 | 沈阳促晋科技有限公司 | Fabricated concrete wallboard with steel bars avoiding and reinforcing connection |
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| CN104929279A (en) | 2015-09-23 |
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