CN208009700U - A kind of assembled integral steel reinforced concrete frame support composite shear wall structure - Google Patents
A kind of assembled integral steel reinforced concrete frame support composite shear wall structure Download PDFInfo
- Publication number
- CN208009700U CN208009700U CN201820209030.7U CN201820209030U CN208009700U CN 208009700 U CN208009700 U CN 208009700U CN 201820209030 U CN201820209030 U CN 201820209030U CN 208009700 U CN208009700 U CN 208009700U
- Authority
- CN
- China
- Prior art keywords
- wall body
- vertical
- reinforced concrete
- cast
- shear wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Reinforcement Elements For Buildings (AREA)
Abstract
The utility model provides a kind of assembled integral steel reinforced concrete frame support composite shear wall structure comprising the bottom of the cast-in-situ wall of precast wall body and the vertical both sides for being incorporated into the precast wall body, the precast wall body is equipped with grouting blind hole.The utility model is by disconnecting 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 both 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；Oblique reinforcing rib is set inside precast wall body, can be very good to improve shear wall body stress and cracking resistance, enhance wall energy dissipation capacity and displacement Ductility.
Description
Technical field
The utility model is related to a kind of assembly of integral shearing wall structure more particularly to a kind of assembled integral reinforced concretes
Native frame supports composite shear wall structure.
Background technology
It is being risen " assembled integral concrete shear wall structure " for domestic at present, vertically connection is more for wall steel bar
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 construction personnel great puzzlement 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 steel reinforced concrete frame support composite shear wall structure connect, can avoid in shear wall assembly construction using a large amount of
Sleeve connection mitigates construction burden and reduces construction cost.
To achieve the above object, a kind of assembled integral steel reinforced concrete frame of providing of the utility model supports compound shearing
Wall construction comprising the cast-in-situ wall of precast wall body and the vertical both sides for being incorporated into the precast wall body, the precast wall body
Bottom is equipped with grouting blind hole.The utility model assembled integral steel reinforced concrete frame supports in the embodiment of composite shear wall structure,
Being internally provided with for the precast wall body at least connects the first bar construction formed, and portion with first level muscle by the first vertical muscle
Point or all the vertical side of the precast wall body is extended in the end of the first level muscle.
The utility model assembled integral steel reinforced concrete frame supports in the embodiment of composite shear wall structure, the cast-in-place wall
Body includes at least connecting the second bar construction formed by the second vertical muscle and the second horizontal bar and pouring in second reinforcing bar
Extend the concrete structure in the both ends of the concrete structure of structure, the second vertical muscle.
The utility model assembled integral steel reinforced concrete frame supports in the embodiment of composite shear wall structure, and described second is perpendicular
It is more than the diameter of the described first vertical muscle to the diameter of muscle.
The utility model assembled integral steel reinforced concrete frame supports in the embodiment of composite shear wall structure, first water
The end of flat muscle is connected to second bar construction.
The utility model assembled integral steel reinforced concrete frame supports in the embodiment of composite shear wall structure, the dry wall
Oblique reinforcing rib is equipped in body, the both ends of the oblique reinforcing rib each extend over out the vertical both sides of the precast wall body and connect
In the cast-in-situ wall of respective side.
The utility model assembled integral steel reinforced concrete frame support composite shear wall structure embodiment in, it is described it is oblique plus
The lower end of the vertical side of the precast wall body is extended in the lower end of strengthening tendons, and the upper end of the oblique reinforcing rib is extended described pre-
The upper end of the vertical side of wall processed.
The utility model assembled integral steel reinforced concrete frame support composite shear wall structure embodiment in, it is described it is oblique plus
The lower end of strengthening tendons is bent to form the horizontal anchor section for anchoring into the cast-in-situ wall, and the upper end of the oblique reinforcing rib, which is bent to form, wears
Cross the vertical anchor section at the top of the cast-in-situ wall.
The utility model assembled integral steel reinforced concrete frame support composite shear wall structure embodiment in, it is described it is oblique plus
Strengthening tendons are included at least along two different directions the first oblique muscle and the second oblique muscle arranged in a crossed manner.
The utility model assembled integral steel reinforced concrete frame supports in the embodiment of composite shear wall structure, the dry wall
The elevation of bottom of body is higher than the elevation of bottom of the cast-in-situ wall, is formed in the bottom of the precast wall body and waits pouring a slurry
Seat pulp layer reserving gaps, and the grouting blind hole is communicated in the seat pulp layer reserving gaps.
The utility model due to using the technology described above, makes it have following advantageous effect：
(1) vertical reinforcement of shear wall precast wall body part is disconnected, is configured by minimum steel ratio, vertical steel is reduced with this
The quantity of muscle connector and grout sleeve, and the vertically dosage of distributing reinforcement, strengthening measure are prefabricated by the strong principle increasing such as bending resistance
The quantity of reinforcement of the cast-in-place edge member wall in wall both sides can make up vertical distribution bar and disconnect the damage for causing bending bearing capacity
It loses, to save material and prefabricated components factory manufacturing cost；
(2) due to the reduction of the quantity of Vertical bar connection connector, worker during practice of construction can be greatly reduced
The amount of labour improves construction efficiency, reduces construction cost；
(3) oblique reinforcing rib is arranged inside shear wall body, can reduce horizontal point by Shear Bearing Capacity Theory
The dosage of cloth muscle, and can be very good to improve shear wall body stress and cracking resistance, enhance wall energy dissipation capacity and displacement is prolonged
Property.
Description of the drawings
It is required in being described below to embodiment 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 the structure of the assembled integral steel reinforced concrete frame support composite shear wall structure in the utility model embodiment
Schematic diagram.
Fig. 2 is large eccentricity stressing conditions shear wall Bend computation model.
Specific implementation mode
Illustrate that the embodiment of the utility model, those skilled in the art can be by this theorys below by way of specific specific example
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 implementation modes 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.
First, as shown in fig.1, providing a kind of assembled integral steel reinforced concrete frame in the embodiments of the present invention
Composite shear wall structure is supportted, is mainly made of precast wall body 11 and 12 two parts of cast-in-situ wall, wherein the number of precast wall body 11
Amount is one, and the quantity of cast-in-situ wall 12 is two, and two cast-in-situ walls 12 are respectively in connection in the vertical both sides of precast wall body 11.
The bottom of precast wall body 11 is reserved with grouting blind hole 13, and grouting blind hole 13 is to be reserved in prefabricated components surface, the hole for slip casting
Hole, the grouting blind hole 13 include vertically being opened in the vertical hole of bottom of precast wall body 11 and prefabricated at vertical hole
Two apertures of wall, two apertures are arranged in parallel up and down, and underlying aperture as injected hole, make by the aperture being located above
For slurry outlet, in use, injecting slurries into injected hole, slurries flow through the bottom that vertical hole reaches precast wall body, dry wall
The bottom of body is fixed after grout cures, when there is slurries outflow in slurry outlet, is represented slip casting completion, can be stopped noting at this time
Slurry, in this way, the grouting blind hole using precast wall body bottom can be fixed the bottom of precast wall body using slurries, without adopting
With a large amount of bar connectings.Blind hole of being in the milk when not in use, generally fills in metal stopper in it, and hole is blocked after entering to prevent foreign object
Mouthful.
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 both 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 both sides.When prefabricated
It needs that upper layer harden structure is arranged at the top of wall, when such as cast-in-situ floor, some or all of first bar construction first can be erected
Those extension reinforcing bars are directly cast in the harden structure of upper layer, to carry by the top for extending precast wall body 11 to the end of muscle 111
The bond strength of high precast wall body and upper layer harden structure, connection herein is not necessarily to steel reinforcement abutting joints, therefore also there is no need to set is arranged
The concrete of upper layer harden structure only need to directly be cast in and extend on reinforcing bar by cylinder connection, prefabricated without remaining for overlap joint upper layer in advance
The splice of wall, it is easy to operate, any construction burden will not be increased.And in the bottom of precast wall body 11, due to be not necessarily to
The splice of lower layer's precast wall body overlaps, and is just not necessarily in the pre-buried set of the pre-buried a large amount of bar connecting in the bottom of precast wall body 11
Cylinder, only needs indwelling a small amount of, such as two grouting blind holes, easy to operate, constructs without a large amount of steel reinforcement abutting joints, saving is constructed into
This, 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, wherein extend the concrete knot in the both ends of the second vertical muscle 121
Structure, for being overlapped with upper and lower structures.The cast-in-situ wall 12 is applied using the form of construction work of traditional cast in situ ferroconcrete wall body
Working hour first overlaps vertical reinforcement reserved at the top of the second of the second bar construction the vertical muscle and lower layer's cast-in-place structural, then
Installation form structure, then casting concrete.The bottom of second vertical muscle of cast-in-situ wall can directly be overlapped on the pre- of understructure
It stays on vertical reinforcement, it is easy to operate, it is not necessary that sleeve connection is arranged.The second reserved vertical muscle of 12 bottom of cast-in-situ wall is for connecting
Reserved vertical reinforcement at the top of understructure, the second reserved vertical muscle of top then are used to connect the vertical steel of superstructure
Therefore muscle can establish connection system that is good, consolidating, globality is strong, shearing resistance using cast-in-situ wall 12 between upper and lower structures
It carries superior.
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 and cast-in-situ wall 12, by precast wall body 11
Cast-in-situ wall 12 is respectively arranged in both sides, using the good whole connectivity of cast-in-situ wall 12 and shear resistant capacity, can be improved prefabricated
Wall and shear resistant capacity of the upper and lower structures at horizontal joint, make up that no-reinforcing-bar connects at horizontal joint 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 further be added by arrangement of reinforcement and the construction etc. for improving the bar construction in precast wall body and cast-in-situ wall
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 using minimum steel ratio configure and disconnect at levels horizontal joint, is stayed at horizontal joint and sets 20mm
Pulp layer 131, by keeping the elevation of bottom of precast wall body higher 20mm than the elevation of bottom of cast-in-situ wall, in the bottom shape of precast wall body
At the seat pulp layer reserving gaps for waiting pouring a slurry, and blind hole of being in the milk is communicated in a pulp layer reserving gaps, blind to being in the milk in completion
After mortar depositing construction in hole, the 20mm pulp layer 131 can be formed in the bottom of precast wall body.First in precast wall body is vertical
Under the premise of muscle is configured and disconnected using minimum steel ratio, the second vertical muscle of the cast-in-situ wall of both sides is using big straight
Diameter reinforcing bar is matched such as 16mm~18mm, preferably 16mm, and using the principle equivalent with cast-in-place shear wall Bend
It sets, the bar diameter of the first vertical muscle is smaller than the bar diameter of the second vertical muscle, using the reinforcing bar of general diameter.Its
In, the equivalent principle of Bend is as follows：
By《Concrete Structures of Tall Building technical regulation》The 7.2.8 articles regulation Seismic Design in the case of, for rectangular eccentric by
Pressure wall limb compressive load-carrying capacity of normal cross section should meet existing national standards《Code for design of concrete structures》The related rule of GB50010
It is fixed, according to plane cross-section assumption, do not consider that concrete compression acts on, compressive region concrete based on rectangular stress segment, large eccentricity by
It is pressurized when pressure and tension end reinforcing bar all reaches surrender, except 1.5 times of compressive region ranges, it is assumed that tensile region distribution bar is whole
Reach surrender, as shown in Figure 2.End capacity compression reinforcement yielding when small eccentric pressure, and tension distribution bar and end reinforcing bar are not
Surrender, and ignore the effect of part reinforcing bar.
Thus shear wall compressive load-carrying capacity of normal cross section calculation formula is obtained：
N≤A'sf'y-Asσs-Nsw+α1fcbwx
As x≤ξbhw0When,
σs=fy
Nsw=(hw0-1.5x)bwfywρw
Work as x>ξbhw0When,
Nsw=0
Msw=0
According to《Prefabricated concrete structure technical regulation》The 8.3.5 articles regulation, the design of precast shear wall element bearing capacity
It must not be included in unconnected distribution bar in being calculated with the distribution bar ratio of reinforcement.Therefore preliminary to assume analyzing large eccentric pressuring just
Ignore effect (the small eccentric pressure Bend bearing capacity of vertical distribution bar when the anti-bending bearing capacity of section《Height rule》In not
Consider vertical distribution bar effect), while according to diagonal brace shear wall construction measure it is found that oblique reinforcing bar (oblique reinforcing rib) is horizontal
Bending anchors into edge member (cast-in-situ wall), and upper and lower wall oblique reinforcing bar is not attached, therefore compound carrying out frame support
Do not consider further that oblique reinforcing bar is contributed when shear wall Bend Design of Bearing Capacity.
Thus obtain it is equivalent after frame support composite shear wall compressive load-carrying capacity of normal cross section calculation formula：
N≤A'sf'y-Asσs+α1fcbwx
As x≤ξbhw0When
σs=fy
Work as x>ξbhw0When
In formula：a's--- the distance of shear wall eccentric compression area end reinforcing bar Resultant force to compression area edge；
e0--- eccentricity, e0=M/N；
fy f'y--- it is respectively shear wall end tension and compressive reinforcement strength failure criterion；
fc--- concrete axial compressive strength design value；
hw0--- shear wall cross section effective height, hw0=hw-a's；
ρw--- the vertical distribution bar ratio of reinforcement of shear wall；
βc--- concrete strength influences coefficient；
ξb--- boundary relative height of compression zone；
bw--- shear wall's thickness；
X --- equivalent depth of compressive zone；
As--- the sum of tensile region edge member longitudinal reinforcement area；
A's--- the sum of compressive region edge member longitudinal reinforcement area；
N --- shear wall normal section axle power design value；
M --- shear wall normal section moment-curvature relationship；
Nsw--- tensile region distribution bar axial tension except 1.5 times of compressive region ranges of shear wall；
Msw--- tensile region distribution bar axial tension is to tensile region edge member except 1.5 times of compressive region ranges of shear wall
Longitudinal reinforcement Resultant force moment of flexure；
Es--- reinforcing bar elasticity modulus；
σs--- shear wall end stress in tensile reinforcement；
fyw--- it is the vertical distribution bar strength failure criterion of shear wall；
α1--- the ratio of the stress and concrete axial compressive strength evaluation of compressive region concrete rectangular stress diagram coagulates soil
Strength grade takes 1.0 when being no more than C50, strength grade of concrete takes 0.94 when being C80, and strength grade of concrete is in C50 and C80
Between when can be by linear interpolation value；
εcu--- ultimate compressive strain of concrete, it should be by existing national standards《Code for design of concrete structures》GB50010's
Pertinent regulations use.
By formula it is found that ensure that it is constant that vertical distribution bar disconnects back wall bearing capacity (N, M), edge need to be increased
Component longitudinal reinforcement (the second vertical muscle of cast-in-situ wall) diameter carries out equivalent arrangement of reinforcement, connects since distribution bar disconnects to make up
Connect the reduction of rear caused wall Bend bearing capacity.
As the better embodiment of the utility model, oblique reinforcing rib 14 is additionally provided in precast wall body 11, it is oblique to add
The both ends of strengthening tendons 14 each extend over out the vertical both sides of precast wall body 11 and are connected to the cast-in-situ wall 12 of respective side.Such as Fig. 1 institutes
Show, the lower end of the vertical side of precast wall body 11 is extended in the lower end of oblique reinforcing rib 14, and the upper end of oblique reinforcing rib 14 extends
Go out the upper end of the vertical side of precast wall body 11.Also, the lower end of the oblique reinforcing rib 14 is bent to form horizontal anchor section 141,
Level is anchored 141 level of section and anchors into the cast-in-situ wall 12 of respective side, preferably, level anchor end is connected to respective side
Second bar construction of cast-in-situ wall, the upper end of oblique reinforcing rib 14 are bent to form the top of the cast-in-situ wall 12 across respective side
Vertical anchor section 142, which passes vertically through the in-situ layer 15 at levels horizontal joint and anchors into story shear
In the cast-in-situ wall of wall construction, the in-situ layer 15 wherein at levels horizontal joint can be a part for upper layer harden structure, also may be used
For the cast-in-place concrete layer for reinforcing the combination between precast wall body and upper layer harden structure, the seat of effect and precast wall body bottom
Pulp layer is similar.
Further, oblique reinforcing rib 14 is included at least along two different directions the first oblique muscle and second arranged in a crossed manner
Oblique muscle, oblique reinforcing rib 14 are configured by with the strong theory such as cast-in-place shear wall horizontal joint shearing resistance.Due to oblique reinforcing rib
The contribution of the wall shear Capacity of 14 pairs of shear wall structures can suitably reduce the horizontal and vertical distribution bar of wall
The ratio of reinforcement saves cost.The utility model assembled integral steel reinforced concrete frame supports oblique reinforcing rib in composite shear wall structure
Setting can also constrain opening for the crack between precast wall body and cast-in-situ wall and between shear wall structure and upper and lower structures
Exhibition, the connection type of the utility model shear wall structure save branch sleeve quantity, have saved cost, and it is strong to reduce construction
Degree, improves construction efficiency.Wherein, the strong principle such as horizontal joint shearing resistance is as follows：
According to《Prefabricated concrete structure technical regulation》The 8.3.7 articles regulation, under Seismic Design situation, shear wall water
The shear resistance capacity design value of carvel joint should be calculated as follows：
VuE=0.6fyAsd+0.8N
In formula：fy--- pass perpendicularly through the Steel Bar Tensile Strength design value of faying face；
N --- the axle power design value of vertical faying face corresponding with shearing force design value V, pressure are just that pulling force is negative；
Asd--- pass perpendicularly through the shear reinforcement area of faying face.
As shown in Figure 1, vertical distribution bar causes to reduce across wall the horizontal joint area of reinforcement after disconnecting, cut
The shear resistance capacity design value of power wall horizontal joint reduces, can be by oblique structure to make up the reduction of horizontal joint shear resistance capacity
The vertical anchor section 142 of part (oblique reinforcing rib) upper end is folded upward at stretches into edge member (cast-in-situ wall) across horizontal integration face
In, while the strong theoretical reduction horizontal distribution rebar ratio such as bearing capacity, calculation formula can be passed through according to the oblique reinforcing bar of configuration
It is as follows：
In formula：λ --- section shear span ratio is calculated, λ should take 1.5, λ that should take 2.2 when being more than 2.2 when being less than 1.5, calculate section
The distance between wall bottom is less than 0.5h0When, λ should be by away from wall bottom 0.5h0The moment and shear value at place calculate；
ft--- concrete axial tensile strength design value；
fyh fyb--- it is respectively shear wall horizontal distribution reinforcing bar and oblique reinforcing bar strength failure criterion；
Asb--- oblique reinforcing bar area of section；
B --- width of wall body；
h0--- shear wall cross section effective height, h0=h-a's
α --- oblique reinforcing bar inclination angle；
Ash--- horizontal distribution area of reinforcement in distribution bar spacing；
S --- shear wall horizontal distribution bar spacing.
The utility model assembled integral steel reinforced concrete frame support composite shear wall structure compared with the prior art, have with
Lower prominent effect：
(1) vertical reinforcement of shear wall precast wall body part is disconnected, is configured by minimum steel ratio, vertical steel is reduced with this
The quantity of muscle connector and grout sleeve, and the vertically dosage of distributing reinforcement, strengthening measure are prefabricated by the strong principle increasing such as bending resistance
The quantity of reinforcement of the cast-in-place edge member wall in wall both sides can make up vertical distribution bar and disconnect the damage for causing bending bearing capacity
It loses, to save material and prefabricated components factory manufacturing cost；
(2) due to the reduction of the quantity of Vertical bar connection connector, worker during practice of construction can be greatly reduced
The amount of labour improves construction efficiency, reduces construction cost；
(3) oblique reinforcing rib is arranged inside shear wall body, can reduce horizontal point by Shear Bearing Capacity Theory
The dosage of cloth muscle, and can be very good to improve shear wall body stress and cracking resistance, enhance wall energy dissipation capacity and displacement is prolonged
Property.
It should be noted that structure, ratio, size etc. depicted in this specification institute accompanying drawings, only coordinating
The bright revealed content of book, so that those skilled in the art understands and reads, being not limited to the utility model can implement
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 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, in the case where changing technology contents without essence, when being also considered as the enforceable scope of the utility model.
The above is only the preferred embodiment of the utility model, is not done in any form to the utility model
Limitation is not limited to the utility model although the utility model has been disclosed with preferred embodiment as above, 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, as long as being 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 (10)
1. a kind of assembled integral steel reinforced concrete frame supports composite shear wall structure, it is characterised in that：Including precast wall body and knot
Together in the cast-in-situ wall of the vertical both sides of the precast wall body, the bottom of the precast wall body is equipped with grouting blind hole.
2. assembled integral steel reinforced concrete frame as described in claim 1 supports composite shear wall structure, it is characterised in that：It is described
Being internally provided with for precast wall body at least connects the first bar construction formed with first level muscle by the first vertical muscle, and part or
All the vertical side of the precast wall body is extended in the end of the first level muscle.
3. assembled integral steel reinforced concrete frame as claimed in claim 2 supports composite shear wall structure, it is characterised in that：It is described
Cast-in-situ wall includes at least connecting the second bar construction formed by the second vertical muscle and the second horizontal bar and pouring in described
Extend the concrete structure in the both ends of the concrete structure of two bar constructions, the second vertical muscle.
4. assembled integral steel reinforced concrete frame as claimed in claim 3 supports composite shear wall structure, it is characterised in that：It is described
The diameter of second vertical muscle is more than the diameter of the described first vertical muscle.
5. assembled integral steel reinforced concrete frame as claimed in claim 3 supports composite shear wall structure, it is characterised in that：It is described
The end of first level muscle is connected to second bar construction.
6. assembled integral steel reinforced concrete frame as described in claim 1 supports composite shear wall structure, it is characterised in that：It is described
Oblique reinforcing rib is equipped in precast wall body, the both ends of the oblique reinforcing rib each extend over out the vertical both sides of the precast wall body
And it is connected to the cast-in-situ wall of respective side.
7. assembled integral steel reinforced concrete frame as claimed in claim 6 supports composite shear wall structure, it is characterised in that：It is described
The lower end of the vertical side of the precast wall body is extended in the lower end of oblique reinforcing rib, and the upper end of the oblique reinforcing rib is extended
The upper end of the vertical side of the precast wall body.
8. assembled integral steel reinforced concrete frame as claimed in claim 7 supports composite shear wall structure, it is characterised in that：It is described
The lower end of oblique reinforcing rib is bent to form the horizontal anchor section for anchoring into the cast-in-situ wall, the upper end bending of the oblique reinforcing rib
Form the vertical anchor section across the top of the cast-in-situ wall.
9. assembled integral steel reinforced concrete frame as claimed in claim 6 supports composite shear wall structure, it is characterised in that：It is described
Oblique reinforcing rib is included at least along two different directions the first oblique muscle and the second oblique muscle arranged in a crossed manner.
10. assembled integral steel reinforced concrete frame as described in claim 1 supports composite shear wall structure, it is characterised in that：Institute
The elevation of bottom for stating precast wall body is higher than the elevation of bottom of the cast-in-situ wall, is formed in the bottom of the precast wall body and waits pouring
The seat pulp layer reserving gaps of seat slurry, and the grouting blind hole is communicated in the seat pulp layer reserving gaps.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820209030.7U CN208009700U (en) | 2018-02-06 | 2018-02-06 | A kind of assembled integral steel reinforced concrete frame support composite shear wall structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820209030.7U CN208009700U (en) | 2018-02-06 | 2018-02-06 | A kind of assembled integral steel reinforced concrete frame support composite shear wall structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN208009700U true CN208009700U (en) | 2018-10-26 |
Family
ID=63886226
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201820209030.7U Active CN208009700U (en) | 2018-02-06 | 2018-02-06 | A kind of assembled integral steel reinforced concrete frame support composite shear wall structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN208009700U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109680835A (en) * | 2019-02-15 | 2019-04-26 | 姚攀峰 | A kind of self-bearing type precast concrete wall panel, concrete walls, structural system and engineering method |
| CN109680833A (en) * | 2019-02-15 | 2019-04-26 | 姚攀峰 | The prefabricated reinforcing bar concrete panel component of self-bearing type, wall, structural system and production method |
-
2018
- 2018-02-06 CN CN201820209030.7U patent/CN208009700U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109680835A (en) * | 2019-02-15 | 2019-04-26 | 姚攀峰 | A kind of self-bearing type precast concrete wall panel, concrete walls, structural system and engineering method |
| CN109680833A (en) * | 2019-02-15 | 2019-04-26 | 姚攀峰 | The prefabricated reinforcing bar concrete panel component of self-bearing type, wall, structural system and production method |
| CN109680835B (en) * | 2019-02-15 | 2024-03-22 | 姚攀峰 | Self-supporting precast concrete wallboard, concrete wall, structural system and construction method |
| CN109680833B (en) * | 2019-02-15 | 2024-06-11 | 姚攀峰 | Self-supporting prefabricated steel reinforced concrete wall plate component, wall, structural system and manufacturing method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN207194006U (en) | A kind of prefabricated concrete retaining wall | |
| CN104153287B (en) | There is the section assembling concrete frame bridge pier system and method for self-resetting capability | |
| CN106836479A (en) | A kind of prefabricated PC concrete frame structure | |
| CN106065669A (en) | Steel bar connection mode in prefabricated shear wall connection component | |
| CN108678220B (en) | Concrete shear wall with integrally installed reinforcing steel bar templates | |
| CN110468955A (en) | A kind of prefabricated concrete structure shear wall connect steel node and construction method with superimposed sheet | |
| CN108951955A (en) | A kind of assembled integral reinforced concrete band keyway Coupled Shear Wall structure | |
| CN106567475B (en) | Steel and combined concrete shear wall and its construction method | |
| CN108330823B (en) | Assembled steel reinforced concrete composite beam bridge floorings longitudinal joint connecting structure and construction method | |
| CN108149816A (en) | A kind of assembled integral steel reinforced concrete frame supports composite shear wall structure | |
| CN208009700U (en) | A kind of assembled integral steel reinforced concrete frame support composite shear wall structure | |
| CN206707005U (en) | A kind of prefabricated PC concrete frame structure | |
| CN108179807A (en) | A kind of prefabricated beam column crimping joint strengthening structure and its construction method | |
| CN110258789A (en) | A kind of beam-column connection and its construction method that energy consumption rod iron is replaceable | |
| CN106223183A (en) | Assembled concrete-filled rectangular steel tube combination truss bridge and construction method | |
| CN208136903U (en) | A kind of precast prestressed formula diaphram wall | |
| CN208650333U (en) | A kind of compound Coupled Shear Wall structure of assembled integral steel reinforced concrete frame support | |
| CN109322388A (en) | A kind of assembled beam-column node structure positioned at plastic zone energy dissipation | |
| CN104110097B (en) | A kind of end enhancement mode reinforcing bar concrete composite beam | |
| KR100984249B1 (en) | Bridge construction method using strength connector detail and composite curing pannel | |
| CN208650313U (en) | A kind of assembled integral reinforced concrete band shearing-resistant member Coupled Shear Wall structure | |
| CN208650327U (en) | A kind of assembled integral reinforced concrete band keyway shear wall structure | |
| CN109296136A (en) | Without the assembled integral reinforced concrete shear wall structure of sleeve connection and construction | |
| CN209179178U (en) | A kind of assembled beam-column node structure positioned at plastic zone energy dissipation | |
| CN208763186U (en) | A kind of prefabricated beam column crimping joint strengthening structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |