CN208650327U - A kind of assembled integral reinforced concrete band keyway shear wall structure - Google Patents
A kind of assembled integral reinforced concrete band keyway shear wall structure Download PDFInfo
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- CN208650327U CN208650327U CN201820208104.5U CN201820208104U CN208650327U CN 208650327 U CN208650327 U CN 208650327U CN 201820208104 U CN201820208104 U CN 201820208104U CN 208650327 U CN208650327 U CN 208650327U
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Abstract
The utility model provides a kind of assembled integral reinforced concrete band keyway shear wall structure comprising the bottom of the cast-in-situ wall of precast wall body and the vertical two sides for being incorporated into precast wall body, precast wall body is equipped with shearing resistance slot.The utility model disconnects the vertical reinforcement of shear wall precast wall body part, the quantity of vertical reinforcement connector and grout sleeve is reduced with this, strengthening measure is the quantity of reinforcement that the cast-in-place edge member wall in precast wall body two sides is increased by the strong principle such as bending resistance, vertical distribution bar can be made up and disconnect the loss for causing bending bearing capacity, to save material and prefabricated components factory manufacturing cost；And it vertical reinforcement in the shear wall of prefabricated band hole can be made up by the setting of shearing resistance slot disconnects and cause the reduction of the shear resistance at interlayer horizontal joint.
Description
Technical field
The utility model relates to a kind of assembly of integral shearing wall structure more particularly to a kind of assembled integral reinforced concretes
Soil zone keyway shear wall structure.
Background technique
It is being risen " assembled integral concrete shear wall structure " for domestic at present, wall steel bar vertically connects more
Using " sleeve connection " or " constraint slurry anchor connection " method.Those connection methods are required to carry out the connection of a large amount of reinforcing bars, not only
Structural cost is increased, since reinforcing bar location difficulty can also cause great puzzlement to construction personnel in installation process.
Utility model content
It is existed in the prior art or potential shortcoming in view of above-mentioned, the utility model provides a kind of to be connected without sleeve
The assembled integral reinforced concrete band keyway shear wall structure connect can be avoided in shear wall assembly construction using a large amount of sets
Cylinder connection mitigates construction burden and reduces construction cost.
To achieve the above object, the utility model provides a kind of assembled integral reinforced concrete band keyway shear wall
Structure comprising the cast-in-situ wall of precast wall body and the vertical two sides for being incorporated into the precast wall body, the bottom of the precast wall body
Portion is equipped with shearing resistance slot.
By adopting the above technical scheme, in the vertical assembly for carrying out the shear wall structure of the utility model, without prefabricated
A large amount of steel bar connecting joints are arranged in the bottom of wall, reduce the quantity of sleeve connection, alleviate construction burden, strengthening measure
It is the quantity of reinforcement for increasing the cast-in-place edge member wall in precast wall body two sides by the strong principle such as bending resistance, vertical distribution bar can be made up
The loss for causing Bend bearing capacity is disconnected, to save material and prefabricated components factory manufacturing cost；In dry wall
Shearing resistance slot is arranged in the bottom of body, and after connecting with cast-in-place understructure, shearing resistance slot agrees with and cast-in-place understructure top shearing resistance slot
Be formed by shearing resistance it is convex it is stupefied in, precast wall body can be securely and steadily fixed in cast-in-place understructure, pass through shearing resistance slot
Vertical reinforcement in precast wall body can be made up by, which being arranged, disconnects the reduction for causing the shear resistance at interlayer horizontal joint.This is practical
In novel embodiment, the bottom of the precast wall body is equipped with grouting blind hole, and the bottom of the precast wall body is equipped with and the filling
The seat pulp layer reserving gaps that slurry blind hole communicates.
In the embodiments of the present invention, the shearing resistance slot is wider than the trapezoidal shape of slot bottom in notch.
In the embodiments of the present invention, the bottom of the precast wall body is equipped with cast-in-place understructure, and it is described it is cast-in-place under
Layer structure and the cast-in-situ wall formed by integrally casting form.
In the embodiments of the present invention, it is formed at the top of the cast-in-place understructure and mutually agrees with the shearing resistance slot
Shearing resistance is convex stupefied.
In the embodiments of the present invention, the inside of the precast wall body is equipped at least by the first vertical muscle and first level
Muscle connects the first bar construction to be formed.
In the embodiments of the present invention, the precast wall body is extended in the end of the part or all of first level muscle
Vertical side, the part or all of first vertical muscle extends downward into the two sides cell wall of the shearing resistance slot.
In the embodiments of the present invention, the cast-in-situ wall includes at least being connected by the second vertical muscle and the second horizontal bar
Formed the second bar construction and pour in the concrete structure of second bar construction, the end of the second vertical muscle is prolonged
Stretch out the concrete structure.
In the embodiments of the present invention, second horizontal bar is horizontal hoop, and hoop is vertical set on described in multiple tracks second
On muscle.
In the embodiments of the present invention, the diameter of the second vertical muscle is greater than the diameter of the described first vertical muscle.
Detailed description of the invention
It, below will be to required in embodiment description in order to illustrate more clearly of the technical scheme in the embodiment of the utility model
Attached drawing to be used is briefly described, it should be apparent that, the accompanying drawings in the following description is only some realities of the utility model
Example is applied, it for those of ordinary skill in the art, without creative efforts, can also be according to these attached drawings
Obtain other attached drawings.
Fig. 1 is that the structure of the assembled integral reinforced concrete band keyway shear wall structure in the utility model embodiment is shown
It is intended to.
Specific embodiment
Illustrate the embodiments of the present invention below by way of specific specific example, those skilled in the art can be by this theory
Content disclosed by bright book understands other advantages and effect of the utility model easily.The utility model can also be by addition
Different specific embodiments are embodied or practiced, and the various details in this specification can also be based on different viewpoints and answer
With carrying out various modifications or alterations under the spirit without departing from the utility model.
The utility model is described in further details in the following with reference to the drawings and specific embodiments.
As shown in fig.1, providing a kind of assembled integral reinforced concrete band keyway in the embodiments of the present invention
Shear wall structure is mainly made of precast wall body 11 and 12 two parts of cast-in-situ wall, wherein the quantity of precast wall body 11 is
One, the quantity of cast-in-situ wall 12 is two, and two cast-in-situ walls 12 are respectively in connection in the vertical two sides of precast wall body 11.Prefabricated
The bottom of wall 11 is provided with shearing resistance slot 14, in the present embodiment, the quantity of shearing resistance slot 14 be it is multiple, and multiple shearing resistance slots 14 with
One fixed spacing arranged for interval is in the bottom of precast wall body 11, width direction interval cloth of multiple shearing resistance slots 14 along precast wall body 11
Set, moreover, the cross section of shearing resistance slot 14 is wider than the trapezoidal shape of slot bottom in notch, size, spacing of shearing resistance slot 14 etc. using with
The equivalent principle of cast-in-place shear wall horizontal shear is designed.
Assembled integral reinforced concrete band keyway shear wall structure in the utility model embodiment during installation, will be pre-
Wall 11 processed is set up in position to be installed, and in its bottom, there are the reserved space of cast-in-place understructure 16, cast-in-place lower layer's knots
Structure can be that precast wall body 11 can be located at cast-in-place by lower layer's floor construction when cast-in-place understructure is reinforced concrete structure
On the bar construction of understructure；After precast wall body 11 is completed in positioning, cast-in-place wall is bound in the vertical two sides of precast wall body 11
The bar construction of body 12, the then cast-in-place understructure of 11 bottom of formed by integrally casting precast wall body and the vertical two sides of precast wall body 11 again
Cast-in-situ wall 12, cast-in-place understructure 16 and cast-in-situ wall 12 are integrally formed, thus by cutting in the utility model embodiment
Power wall construction is integrally joined in cast-in-place understructure 16, also, the connection of the shear wall structure is without grout sleeve, behaviour
Make easy, saving cost.Meanwhile 14 phase of shearing resistance slot with 11 bottom of precast wall body is formed on the top of molding cast-in-place understructure
Precast wall body 11 and cast-in-place lower layer can be improved by agreeing with for shearing resistance slot 14 and shearing resistance convex stupefied 141 in the shearing resistance agreed with convex stupefied 141
Shear resistance of the structure 16 at bed joint, bring precast wall body and adjacent bonds due to making up the connection because evading grout sleeve
The weak drawback of shear resistance at interlayer horizontal joint between structure.
Using the above scheme in the utility model embodiment, in the vertical spelling for the shear wall structure for carrying out the utility model
When dress, it is not necessary that a large amount of steel bar connecting joints are arranged in the bottom of precast wall body, reduce the quantity of sleeve connection, alleviate and apply
Work burden, strengthening measure are the quantity of reinforcement that the cast-in-place edge member wall in precast wall body two sides is increased by the strong principle such as bending resistance, can be with
It makes up vertical distribution bar and disconnects the loss for causing Bend bearing capacity；In the bottom of precast wall body, shearing resistance slot is set,
Shearing resistance slot after being connect with cast-in-place understructure, shearing resistance slot agree with be formed by the top of cast-in-place understructure shearing resistance it is convex it is stupefied in,
Precast wall body can be securely and steadily fixed in cast-in-place understructure, precast wall body can be made up by the setting of shearing resistance slot
Middle vertical reinforcement disconnects the reduction for causing the shear resistance at interlayer horizontal joint.
Further, as shown in Figure 1, being reserved with grouting blind hole 13 in the bottom of precast wall body 11, grouting blind hole 13 is pre-
Prefabricated components surface, the hole for slip casting are stayed in, which includes vertically being provided with the bottom of precast wall body 11
Two apertures of vertical hole and the precast wall body at vertical hole, two apertures are arranged in parallel up and down, underlying
Aperture is as injected hole, and the aperture being located above is as slurry outlet, in use, the bottom reserved block pulp layer in precast wall body 11 is pre-
Gap is stayed, the grouting blind hole 13 of this pulp layer reserving gaps and 11 bottom of precast wall body is interconnected, and first injects into injected hole
Slurries, slurries flow through the seat pulp layer reserving gaps that vertical hole reaches the bottom of precast wall body, and the bottom of precast wall body is in slurries
It is fixed after solidification, when there is slurries outflow in slurry outlet, represents slip casting completion, slip casting can be stopped at this time, in this way, using prefabricated
The grouting blind hole of wall bottom can be fixed the bottom of precast wall body using slurries, without the connection of a large amount of reinforcing bars.
Blind hole of being in the milk when not in use, generally fills in metal stopper in it, blocks hole after entering to prevent foreign object.
Precast wall body 11 is precast member for reinforcing bar concrete, can be made in factory, in-site installation, the inside of precast wall body 11
Equipped at least connecting the first bar construction formed, and part or all of first by the first vertical muscle 111 and first level muscle 112
The vertical two sides of precast wall body 11 are extended in the end of horizontal bar 112, are connected for the cast-in-situ wall 12 with two sides.When prefabricated
Need to be arranged cast-in-place superstructure 15 at the top of wall, it, can be by the part of the first bar construction or full when structure as hardened such as upper floor
The top of precast wall body 11 is extended at the top of the vertical muscle 111 in portion first, those extension reinforcing bars are directly cast in cast-in-place upper layer
In structure 15, to improve the bond strength of precast wall body Yu cast-in-place superstructure 15, connection herein is not necessarily to steel reinforcement abutting joints, therefore
Also there is no need to which sleeve connection is arranged, only the concrete of top plate structure need to be directly cast in and is extended on reinforcing bar, without reserved
It is easy to operate for overlapping the splice of upper layer precast wall body, it not will increase any construction burden.And in precast wall body 11
Bottom, due to being overlapped without the splice with lower layer precast wall body, just without pre-buried a large amount of in the bottom of precast wall body 11
Reinforcing bar connection embedded sleeve barrel, only needs indwelling a small amount of, such as two grouting blind holes, easy to operate, is not necessarily to a large amount of steel reinforcement abutting joints
Construction cost is saved in construction, improves construction efficiency.
Cast-in-situ wall 12 includes at least connecting the second reinforcing bar knot formed by the second vertical muscle 121 and the second horizontal bar 122
It structure and pours in the concrete structure of the second bar construction, preferably, the second horizontal bar 122 is horizontal hoop, hoop is set to multiple tracks
On second vertical muscle 121.Wherein, the concrete structure is extended at the both ends of the second vertical muscle 121, is used for and upper and lower structures
Overlap joint.The cast-in-situ wall 12 when construction, binds the second steel using the form of construction work of traditional cast in situ ferroconcrete wall body first
Muscle structure, will be reserved at the top of the second of the second bar construction the vertical muscle and 16 top of cast-in-place understructure or lower layer's shear wall structure
Vertical reinforcement overlap joint, then installation template structure, then casting concrete.The bottom of the vertical muscle of the second of cast-in-situ wall can be direct
It is overlapped on the reserved vertical reinforcement of cast-in-place understructure 16, easy to operate, no setting is required sleeve connection.12 bottom of cast-in-situ wall
The vertical muscle of reserved second is used to connect vertical reinforcement reserved at the top of cast-in-place 16 top of understructure or lower layer's shear wall structure,
The second reserved vertical muscle of its top is then used to connect the vertical reinforcement of cast-in-place superstructure 15 or upper layer shear wall structure, because
This can establish connection system that is good and consolidating using cast-in-situ wall 12 between upper and lower structures, and globality is strong, bending resistance shearing resistance
It is superior with bearing capacity.
Preferably, the end of outwardly extending first level muscle 112 can be further connected to cast-in-place wall in precast wall body 11
Second bar construction of body 12, to enhance the bond strength of precast wall body 11 Yu cast-in-situ wall 12, by precast wall body 11
Cast-in-situ wall 12 is respectively arranged in two sides, using the good whole connectivity of cast-in-situ wall 12 and shear resistant capacity, can be improved prefabricated
The shear resistant capacity of wall and upper and lower structures at horizontal joint makes up and connects at horizontal joint without sleeve because of precast wall body
The problem of structural weak and shear resistant capacity difference caused by connecing, it is ensured that the safety of structure.
In addition, can by arrangement of reinforcement and the construction etc. that improve the bar construction in precast wall body and cast-in-situ wall, further plus
The structural strength and shear resistant capacity of strong the utility model composite shear wall structure.First be vertically distributed in precast wall body
Vertical muscle configure and disconnect at upper and lower level horizontal joint using minimum steel ratio, stays at horizontal joint and sets 20mm
Pulp layer 131 forms the seat pulp layer reserving gaps wait pour a slurry by the bottom in precast wall body, and blind hole of being in the milk is connected to
Seat pulp layer reserving gaps can form the 20mm in the bottom of precast wall body after completing the mortar depositing construction into grouting blind hole
Seat pulp layer 131.Further, the bottom of precast wall body is provided with shearing resistance slot 14, is formed at the top of cast-in-place understructure 16
The shearing resistance convex stupefied 141 agreed with 14 phase of shearing resistance slot, at this point, seat pulp layer reserving gaps are formed in shearing resistance slot 14 and shearing resistance convex stupefied 141
Between, as shown in Figure 1, this pulp layer reserving gaps form the Flow Structure Around of continuous complications, 131 shape of seat pulp layer along shearing resistance slot 14
At the bond strength in the Flow Structure Around, being conducive to improve precast wall body 11 and cast-in-place understructure 16.
In addition, under the premise of the first vertical muscle of precast wall body is configured and disconnected using minimum steel ratio,
The vertical muscle of the second of the cast-in-situ wall of two sides uses Large-size rebar, such as 16mm~18mm diameter reinforcing bar, preferably 16mm diameter
Reinforcing bar, and the second vertical muscle selection and arrangement configured using the principle equivalent with cast-in-place shear wall Bend,
The bar diameter of first vertical muscle less than the second vertical muscle bar diameter, using the reinforcing bar of general diameter.
It should be noted that this specification structure depicted in this specification institute accompanying drawings, ratio, size etc., only to cooperate
The bright revealed content of book is not intended to limit the utility model implementable so that those skilled in the art understands and reads
Qualifications, therefore do not have technical essential meaning, the modification of any structure, the change of proportionate relationship or the adjustment of size,
In the case where not influencing the effect of the utility model can be generated and the purpose that can reach, should all still fall in disclosed in the utility model
Technology contents obtain and can cover in the range of.Meanwhile in this specification it is cited as "upper", "lower", "left", "right", " in
Between " and " one " etc. term, be merely convenient to being illustrated for narration, rather than to limit the enforceable range of the utility model,
Relativeness is altered or modified, under the content of no substantial changes in technology, when being also considered as the enforceable scope of the utility model.
The above is only the preferred embodiment of the utility model, not does in any form to the utility model
Limitation, although the utility model has been disclosed with preferred embodiment as above, is not intended to limit the utility model, any to be familiar with
Professional and technical personnel, in the range of not departing from technical solutions of the utility model, when in the technology using the disclosure above
Hold the equivalent embodiment made a little change or be modified to equivalent variations, but all without departing from technical solutions of the utility model
Hold, any simple modification, equivalent change and modification made by the above technical examples according to the technical essence of the present invention, still
It is within the scope of the technical solutions of the present invention.
Claims (5)
1. a kind of assembled integral reinforced concrete band keyway shear wall structure, it is characterised in that: including precast wall body and combination
The bottom of cast-in-situ wall in the vertical two sides of the precast wall body, the precast wall body is equipped with shearing resistance slot；The precast wall body
Bottom be equipped with cast-in-place understructure, and the cast-in-place understructure and the cast-in-situ wall formed by integrally casting form, described cast-in-place
It is convex stupefied that the shearing resistance mutually agreed with the shearing resistance slot is formed at the top of understructure.
2. assembled integral reinforced concrete band keyway shear wall structure as described in claim 1, it is characterised in that: described pre-
The bottom of wall processed is equipped with grouting blind hole, and it is reserved that the bottom of the precast wall body is equipped with the seat pulp layer communicated with the grouting blind hole
Gap, this pulp layer reserving gaps form the Flow Structure Around of continuous complications along shearing resistance slot, and seat pulp layer is formed in the Flow Structure Around
In.
3. assembled integral reinforced concrete band keyway shear wall structure as described in claim 1, it is characterised in that: described anti-
Cut the trapezoidal shape that slot is wider than slot bottom in notch.
4. assembled integral reinforced concrete band keyway shear wall structure as described in claim 1, it is characterised in that: described pre-
The inside of wall processed is equipped with and at least connects the first bar construction formed with first level muscle by the first vertical muscle.
5. assembled integral reinforced concrete band keyway shear wall structure as claimed in claim 4, it is characterised in that: part or
All the vertical side of the precast wall body, the part or all of first vertical muscle are extended in the end of the first level muscle
It extends downward into the two sides cell wall of the shearing resistance slot.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820208104.5U CN208650327U (en) | 2018-02-06 | 2018-02-06 | A kind of assembled integral reinforced concrete band keyway shear wall structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820208104.5U CN208650327U (en) | 2018-02-06 | 2018-02-06 | A kind of assembled integral reinforced concrete band keyway shear wall structure |
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| CN208650327U true CN208650327U (en) | 2019-03-26 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110670761A (en) * | 2019-09-25 | 2020-01-10 | 浙江江河建设有限公司 | Construction method of shear wall |
| CN115653158A (en) * | 2022-10-10 | 2023-01-31 | 中建八局第二建设有限公司 | Novel vertically-distributed steel bar disconnected assembled type section steel shear wall and construction method |
-
2018
- 2018-02-06 CN CN201820208104.5U patent/CN208650327U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110670761A (en) * | 2019-09-25 | 2020-01-10 | 浙江江河建设有限公司 | Construction method of shear wall |
| CN110670761B (en) * | 2019-09-25 | 2021-03-26 | 浙江江河建设有限公司 | Construction method of shear wall |
| CN115653158A (en) * | 2022-10-10 | 2023-01-31 | 中建八局第二建设有限公司 | Novel vertically-distributed steel bar disconnected assembled type section steel shear wall and construction method |
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