CN104929279A - 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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- CN104929279A CN104929279A CN201510362691.4A CN201510362691A CN104929279A CN 104929279 A CN104929279 A CN 104929279A CN 201510362691 A CN201510362691 A CN 201510362691A CN 104929279 A CN104929279 A CN 104929279A
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- precast shear
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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 structure of prefabrication and assembly construction shear wall, belong to construction work precast concrete shear wall technical field of structures.
Background technology
Shear wall structure has higher supporting capacity and lateral deformation stiffness, effectively can resist horizontal shear, has good anti-seismic performance.After introducing prefabrication and assembly construction technology, precast shear wall structure also have be convenient to that factory normalization is manufactured, situ wet operation is few, easy construction, surrounding environment influence is alleviated, transport resource and human resources drop into the advantages such as minimizing.Therefore, along with the current demand of China's industrialization of construction industry and housing industrialization, precast shear wall structure will have broad application prospects in China's multilayer and high residential building.
The core technology of precast shear wall structure is the connecting structure form between the component such as shear wall and beam, upper strata shear wall and lower floor's shear wall, and its quality directly has influence on the bearing capacity and ductile performance etc. of structure.And the Vertical bar connection structure of precast shear wall is one of them main contents, the other equivalent bar reinforcement of vertical applied force reinforcing bar in shear wall structure lower floor body of wall inward flange component is replaced (lower end of bar reinforcement is embedded in lower floor's body of wall) by current existing shear wall Vertical bar connection technology, and is stretched into the upper end of bar reinforcement in grout hole reserved bottom the body of wall of upper strata; Or the every root vertical reinforcement in lower floor's body of wall inward flange component is inserted respectively in reserving hole that upper strata body of wall pre-sets.
Above-mentioned shear wall Vertical bar connection technology exists grouting material is required to high, additional vertical reinforcement or stirrup, requires the problems such as higher, site operation amount is large to field operation and construction precision.Therefore, on the basis of existing link technique, constraint overlap joint link technique concentrated by the precast shear wall vertical reinforcement proposing a kind of improvement, has more important meaning to the promotion and application of precast shear wall structure.
Link technique between precast shear wall and the component such as wall, beam is the key point of precast construction system, how to build that stress performance is good, construction measure rationally, construction novel connecting structure easily, be the technological difficulties that precast shear wall structural element connects always.
Summary of the invention
Technical problem: the invention provides a kind of manufacture difficulty low, construct convenient, meterial saving and high efficiency, type of attachment are simple, stressed clear and definite precast shear wall vertical reinforcement concentrate constraint overlap joint connecting structure.
Technical scheme: constraint overlap joint connecting structure concentrated by precast shear wall vertical reinforcement of the present invention, this structure comprises lower floor's precast shear wall and upper strata precast shear wall, stagger and arrange in the corresponding reserved duct that connects that top vertical reinforcement and the precast shear wall bottom, upper strata of described lower floor precast shear wall are arranged, top vertical reinforcement is after bending, stretch into corresponding reserved connection duct, be around its spiral stirrup arranged or welding hoop outside described reserved connection duct, within the scope of described vertical reinforcement bending part region, top, be provided with the bar dowel be connected with the vertical reinforcement of lower floor's precast shear wall and upper strata precast shear wall, the diameter of described bar dowel is not less than 8mm.Be provided with in each reserved connection duct and be no less than 1 additional vertical reinforcement, its diameter and to stretch into the reserved length connecting duct identical with top vertical reinforcement, stretch into the reserved top vertical reinforcement connected in duct, additional vertical reinforcement all perpendicular to flooring, and along precast shear wall thickness direction many row distribution, described top vertical reinforcement, additional vertical reinforcement with reserved be connected duct by the grouting material of rear injection realize levels precast shear wall vertical reinforcement concentrated retrain to overlap connect.
Further, described top vertical reinforcement need bend twice, and bending angle is not more than 10 °, and the diameter of top vertical reinforcement is not more than 18mm, and twice bending angle of every root top vertical reinforcement is identical.
Further, the vertical height of the spiral stirrup that described pitch does not wait is identical with the height connecting duct, and the coiling diameter of spiral stirrup is the diameter+10mm connecting duct, the pitch h in the altitude range of spiral stirrup bottom 1/2
bbe 40 ~ 70mm, and the pitch h in the altitude range of top 1/2
tfor 1.2h
b~ 2.4h
b.
Further, the connection duct vertical height of precast shear wall edge member part is (l
lE+ 50mm), the vertical height that remainder connects duct is (l
aE+ 50mm), wherein l
lEfor the minimum lap length of top vertical reinforcement and vertical reinforcement, l
aEfor the anchorage length of top vertical reinforcement, the diameter span in described connection duct is 0.5b
wto b
w-2c, wherein b
wfor the thickness of section 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 the following advantages:
(1) vertical reinforcement in levels precast shear wall adopts and concentrates constraint, vertically overlaps connection, avoid in existing Vertical bar connection technology and need every root reinforcing bar to insert in each self-corresponding reserving hole, and reserved connection duct is larger, reduce the performance requirement to grouting material, ensure that vertical reinforcement overlaps switching performance reliably simultaneously.
(2) every root top vertical reinforcement angularly bends twice, be conducive to regular distribution and the location of reserving hole channel internal upper part vertical reinforcement on the one hand, also significantly reduce the difficulty of structure manufacture, production on the other hand, improve convenience and the high efficiency of site operation.
(3) routine techniques is concrete not to the status requirement of connected vertical reinforcement, and usually there are many reinforcing bars and be positioned on the center line of shear wall, and efficiency is not high.In the present invention, vertical reinforcement after connection divides many rows to be parallel to the setting of shear wall's thickness direction, and is distributed in the reserved inwall connecting duct regularly, and the center line of distance shear wall is far away, thus can provide certain out-of-plane bearing capacity for precast shear wall, improve structural performance.
(4) spiral stirrup that hole inwall is pre-buried can retrain pressure zone concrete effectively, improves its intensity and the bond stress to overlapped vertical reinforcement, and adds the concrete area in pressure zone.Compared with routine techniques, the different loading characteristics (lower rebar is stressed more unfavorable) of vertical reinforcement in upper and lower 1/2 altitude range in duct are taken into full account, the spiral stirrup that pitch does not wait is set targetedly, bottom pitch is arranged closeer, top pitch to be arranged more sparse, has and saves material and the stressed feature such as efficiently.In addition, there is larger-diameter spiral stirrup energy operative constraint pressure zone concrete, improve its intensity and the bond stress for vertical reinforcement in shear wall.
(5) add the construction measure such as bar dowel and additional vertical reinforcement, further ensure that the reliability that vertical reinforcement overlap joint connects and integrality performance of the structure.Under the guarantee globality of structure and the prerequisite of ductility, this connecting structure is comparatively simple, clearly stressed.
Accompanying drawing explanation
Fig. 1 is that constraint overlap joint connection diagram concentrated by the vertical reinforcement of lower floor of the present invention and upper strata precast shear wall.
Fig. 2 is the A-A sectional drawing of Fig. 1 precast shear wall at the middle and upper levels.
Fig. 3 is the schematic diagram of Vertical bar connection front upper strata precast shear wall and the pitch buried underground in advance spiral stirrup not etc.
Fig. 4 is lower floor's precast shear wall and vertical reinforcement angularly bending sketch map thereof before Vertical bar connection.
Wherein: 1 is lower floor's precast shear wall, 2 intend the top vertical reinforcement stretching into duct for lower floor precast shear wall, 3 is upper strata precast shear wall, 4 is the reserving hole channel of precast shear wall bottom, upper strata, 5 is the spiral stirrup of varying pitch that pre-sets outside duct or welding hoop, and 6 is the vertical reinforcement in the precast shear wall of upper strata, and 7 are not less than the bar dowel of 8mm for diameter, 8 is the additional vertical reinforcement that lower floor's precast shear wall top is arranged, and 9 is stirrup.
Detailed description of the invention
Below in conjunction with specific embodiment, and with reference to accompanying drawing, the present invention is described further:
To be lower floor of the present invention precast shear wall 1 concentrate constraint overlap joint to be connected signal with the vertical reinforcement of upper strata precast shear wall 3 to Fig. 1, and Fig. 2 correspond to the A-A sectional drawing of Fig. 1 precast shear wall 3 at the middle and upper levels.As shown in Figure 1 and Figure 2, constraint overlap joint connecting structure concentrated by a kind of precast shear wall vertical reinforcement, the top vertical reinforcement 2 of lower floor's precast shear wall 1 is after bending, stretch into the reserved connection duct 4 that upper strata precast shear wall 3 bottom is arranged, the spiral stirrup that described reserved connection duct 4 arranged outside has pitch not wait or welding hoop 5.Should not adopt when the diameter of top vertical reinforcement 2 is excessive and concentrate constraint overlap joint to connect.The diameter of reserving hole channel 4 is unsuitable excessive, also unsuitable too small, to ensure the switching performance of vertical muscle.
Bend in scope at described top vertical reinforcement 2, be provided with the bar dowel 7 be connected with the vertical reinforcement 6 of upper strata precast shear wall 3, the diameter of described bar dowel 7 is not less than 8mm.This is owing to causing the bight of stirrup 9 to leave vacancy position after vertical muscle bending, needing to arrange 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 to be arranged in dry wall shearing and to have enough anchorage lengths.As shown in Figure 1 and Figure 2, be provided with in each reserved connection duct 4 and be no less than 1 additional vertical reinforcement 8, its diameter and to stretch into the reserved length connecting duct 4 identical with top vertical reinforcement 2, stretch into the reserved top vertical reinforcement 2 connected in duct 4, additional vertical reinforcement 8 all perpendicular to flooring, and along the many row's distributions of precast shear wall thickness direction, and be distributed in the reserved inwall connecting duct 4 regularly, the center line of distance shear wall is far away, compared with routine techniques, efficiency is higher, can provide certain out-of-plane bearing capacity for precast shear wall.Described top vertical reinforcement 2, additional vertical reinforcement 8 with reserved be connected duct 4 by the grouting material of rear injection realize levels precast shear wall vertical reinforcement concentrated retrain to overlap connect.Bar dowel 7 and additional vertical reinforcement 8 are to ensureing that the stress performance that vertical reinforcement overlaps the performance that is connected especially dry wall internal upper part vertical reinforcement 2 has a very important role.
As shown in Figure 1, Figure 3, the vertical height of the spiral stirrup 5 that described pitch does not wait is identical with the height connecting duct 4, and the coiling diameter of spiral stirrup 5 is the diameter+10mm connecting duct 4.Consider that the bottom vertical reinforcement 2 of reserving hole channel 4 is stressed comparatively large, and the first half is stressed less, therefore the pitch of the first half spiral stirrup can suitably increase.Pitch h in the altitude range of spiral stirrup 5 bottom 1/2
bbe 40 ~ 70mm, and the pitch h in the altitude range of top 1/2
tfor 1.2h
b~ 2.4h
b.
As Figure 1 and Figure 4, described top vertical reinforcement 2 angularly need bend twice, first time bending is carried out at the place of stretching out of lower floor's shear wall 1, and carry out second time bending in the entrance of stretching of reserving hole channel 4, bending angle is not more than 10 °, and the diameter of top vertical reinforcement 2 is not more than 18mm, the bending angle of every root top vertical reinforcement 2 is all identical.Every root top vertical reinforcement angularly bends twice, is conducive to regular distribution and the location of reserving hole channel 4 internal upper part vertical reinforcement 2 on the one hand, also significantly reduces the difficulty of structure manufacture, production on the other hand, improves convenience and the high efficiency of site operation.When lower floor's dry wall 1 top last layer height is larger, two inflection points of top vertical reinforcement 2 can be arranged in last layer, and all the other inflection points, situation bottom are arranged in dry wall, and inflection point, top is arranged in last layer.
In the present invention, connect the vertical height in duct 4 described in edge member part for (l
lE+ 50mm), connect the vertical height in duct 4 described in remainder for (l
aE+ 50mm), wherein l
lEfor the lap length between top and bottom vertical reinforcement, l
aEfor the anchorage length of vertical reinforcement, the diameter span in described connection duct 4 is 0.5b
wto b
w-2c, wherein b
wfor the thickness of section of upper strata precast shear wall 3, c is the thickness of concrete cover of upper strata precast shear wall 3.Can adopt metal bellows that connection duct 4 reserved in shear wall is set, can be screwed out during structure manufacture.
Below be schematically described the present invention and embodiment thereof, this description does not have restricted, accompanying drawing 1---and be one of embodiments of the present invention shown in Fig. 4.When connected mode disclosed in the present invention be applied to more generally shear wall time, can set up at the middle part of shear wall bottom surface according to actual needs and be no less than a reserving hole channel, and at the spiral stirrup that inwall pre-buried pitch in duct does not wait, the vertical reinforcement radical in reserving hole channel and distribution form also can suitably adjust.Therefore, if others skilled in the art are not when departing from the invention aim, adopt the means of structural connection similar to this technical scheme and embodiment, all should protection scope of the present invention be belonged to.
Claims (4)
1. constraint overlap joint connecting structure concentrated by a precast shear wall vertical reinforcement, it is characterized in that, this structure comprises lower floor's precast shear wall (1) and upper strata precast shear wall (3), stagger and arrange in the corresponding reserved duct (4) that connects that top vertical reinforcement (2) and upper strata precast shear wall (3) bottom of described lower floor precast shear wall (1) are arranged, top vertical reinforcement (2) is after bending, stretch into corresponding reserved connection duct (4), described reserved connection duct (4) outside is around its spiral stirrup arranged or welding hoop (5), within the scope of described top vertical reinforcement (2) bending part region, be provided with the bar dowel (7) be connected with the vertical reinforcement (6) of lower floor's precast shear wall (1) and upper strata precast shear wall (3), the diameter of described bar dowel (7) is not less than 8mm,
Be provided with in each reserved connection duct (4) and be no less than 1 additional vertical reinforcement (8), its diameter and to stretch into the reserved length connecting duct (4) identical with top vertical reinforcement (2), stretch into the reserved top vertical reinforcement (2) connected in duct (4), additional vertical reinforcement (8) is all perpendicular to flooring, and along the many row's distributions of precast shear wall thickness direction, described top vertical reinforcement (2), additional vertical reinforcement (8) with reserved be connected duct (4) by the grouting material of rear injection realize levels precast shear wall vertical reinforcement concentrated retrain to overlap connect.
2. constraint overlap joint connecting structure concentrated by precast shear wall vertical reinforcement according to claim 1, it is characterized in that, described top vertical reinforcement (2) need bend twice, bending angle is not more than 10 °, and the diameter of top vertical reinforcement (2) is not more than 18mm, twice bending angle of every root top vertical reinforcement (2) is identical.
3. constraint overlap joint connecting structure concentrated by precast shear wall vertical reinforcement according to claim 1, it is characterized in that, the vertical height of the spiral stirrup (5) that described pitch does not wait is identical with the height connecting duct (4), the coiling diameter of spiral stirrup (5) is the diameter+10mm connecting duct (4), the pitch h in the altitude range of spiral stirrup (5) bottom 1/2
bbe 40 ~ 70mm, and the pitch h in the altitude range of top 1/2
tfor 1.2h
b~ 2.4h
b.
4. constraint overlap joint connecting structure concentrated by precast shear wall vertical reinforcement according to claim 1, and it is characterized in that, connection duct (4) vertical height of precast shear wall edge member part is (l
lE+ 50mm), the vertical height that remainder connects duct (4) is (l
aE+ 50mm), wherein l
lEfor top vertical reinforcement (2) and the minimum lap length of vertical reinforcement (6), l
aEfor the anchorage length of top vertical reinforcement (2), the diameter span of described connection duct (4) is 0.5b
wto b
w-2c, wherein b
wfor the thickness of section of upper strata precast shear wall (3), c is the thickness of concrete cover of upper strata precast shear wall (3).
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|---|---|---|---|
| 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 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104929279A true CN104929279A (en) | 2015-09-23 |
| CN104929279B CN104929279B (en) | 2017-05-24 |
Family
ID=54116684
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|---|---|---|---|
| CN201510362691.4A Active CN104929279B (en) | 2015-06-26 | 2015-06-26 | Pre-cast shear wall vertical rebar centralized restraint lap joint construction |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760054A (en) * | 2017-03-01 | 2017-05-31 | 同济大学 | Precast reinforced concrete shear wall |
| CN107741381A (en) * | 2017-09-28 | 2018-02-27 | 江苏省建筑科学研究院有限公司 | Apparatus and method for detecting slurry anchor overlap joint connecting node Grouted density |
| CN108914779A (en) * | 2018-08-01 | 2018-11-30 | 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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| 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 |
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| 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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