CN212078318U - Prefabricated shear force wall and floor connected node - Google Patents
Prefabricated shear force wall and floor connected node Download PDFInfo
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- CN212078318U CN212078318U CN201922443531.9U CN201922443531U CN212078318U CN 212078318 U CN212078318 U CN 212078318U CN 201922443531 U CN201922443531 U CN 201922443531U CN 212078318 U CN212078318 U CN 212078318U
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- wall
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- double
- precast
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 26
- 239000010959 steel Substances 0.000 claims abstract description 26
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 15
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 28
- 238000010276 construction Methods 0.000 abstract description 7
- 210000003205 muscle Anatomy 0.000 abstract description 7
- 238000004519 manufacturing process Methods 0.000 abstract description 5
- 230000002787 reinforcement Effects 0.000 abstract description 4
- 238000011065 in-situ storage Methods 0.000 description 6
- 238000009413 insulation Methods 0.000 description 6
- 239000004567 concrete Substances 0.000 description 3
- 239000007787 solid Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000011376 self-consolidating concrete Substances 0.000 description 2
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 230000007306 turnover Effects 0.000 description 1
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Abstract
The utility model discloses a precast shear wall and floor connected node, it includes first two skin walls (1) and the two skin walls (2) of second of vertical connection, junction fixed connection floor (3) of first, two skin walls, the bottom of first two skin walls sets up first vertical closed ring steel bar (14), the top of the two skin walls of second sets up the vertical closed ring steel bar of second (24), first vertical closed ring steel bar with the section of watering (4) after the mutual lock of the vertical closed ring steel bar of second forms, just it attaches muscle (41) to tie up the level in the section of watering after, the cast-in-place layer horizontal reinforcement (321) of floor stretch into the floor (25) of the two skin walls of second to it is fixed to be connector state ligature with the horizontal reinforcement of the two skin walls of second. The utility model discloses avoided muffjoint's counterpoint operation, it is lower also to require to the perpendicular reinforcing bar reservation degree of accuracy of the wall body of being under construction in earlier stage, therefore make production, construction more simple, convenient.
Description
Technical Field
The utility model relates to an assembly type structure, concretely relates to prefabricated shear force wall and floor connected node.
Background
The existing prefabricated shear wall used in the fabricated building, such as an outer wall, is generally a solid shear wall, and the vertical connection of the existing prefabricated shear wall is a sleeve connection or a slurry anchor connection.
In the manner of sleeve connection, the sleeve is required to be accurately positioned in factory production, and a positioning steel plate is required to be arranged when the sleeve leaves a factory, so that the production cost is increased, the weight of a component is heavier (because the component is a solid wall), and the transportation efficiency is low. The requirement to the tower crane is also higher during site operation hoist and mount, and turnover efficiency is slower, needs professional grout team operation during the installation, and is higher to occupational level requirement, and needs the overall process record, probably has reinforcing bar and telescopic deviation in the time of counterpointing, therefore has very high requirement to the degree of accuracy of the perpendicular reinforcing bar reservation of the wall body of being under construction in earlier stage, if the deviation is great still need adopt bar planting technique or abandon the component to influence time limit for a project and cost. In the later period of detection, it cannot be judged how the grouting compactness is, and the general grouting material needs to reach C80 or above.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that, it is not enough to overcome prior art, provides a more simple and convenient precast shear wall of production construction and floor connected node.
In order to solve the technical problem, the utility model provides a precast shear wall and floor connected node, including the first two skin walls of vertical connection and the two skin walls of second, the junction fixed connection floor of first, two skin walls, wherein:
the bottom of the first double-skin wall is provided with a first vertical closed annular reinforcing steel bar;
a second vertical closed annular reinforcing steel bar is arranged at the top of the second double-skin wall, and a floor slab connecting port is arranged below the second vertical closed annular reinforcing steel bar of the second double-skin wall;
the floor slab comprises a prefabricated layer and a cast-in-place layer which are overlapped up and down, and a plurality of floor slab additional ribs extending into the second double-skin wall are arranged in the cast-in-place layer;
the first vertical closed annular reinforcing steel bars and the second vertical closed annular reinforcing steel bars are buckled with each other to form a post-pouring section, horizontal additional ribs are bound in the post-pouring section, the horizontal reinforcing steel bars of the cast-in-place layer of the floor slab stretch into the floor slab connecting port and are bound and fixed with the horizontal reinforcing steel bars of the second double-skin wall in a locking state and then cast in place into a whole, and the floor slab additional ribs stretch into the floor slab connecting port of the second double-skin wall.
The utility model discloses bottom at first double skin wall sets up first vertical closed annular reinforcing bar, top at the double skin wall of second sets up the vertical closed annular reinforcing bar of second, and set up the horizontal additional muscle inside it after first vertical closed annular reinforcing bar and the mutual lock of the vertical closed annular reinforcing bar of second, and cast in situ concrete forms the back section of watering district section and can realize first, the connection of double skin wall, and this kind of connected mode has avoided muffjoint's counterpoint operation, it is lower to the perpendicular reinforcing bar reservation degree of accuracy of the wall body of being under construction in earlier stage also, therefore make production, the construction is more simple, and is convenient.
Additionally, the utility model discloses a precast shear wall adopts two skin wall structures to alleviateed the weight of precast shear wall, so that the transportation installation, the leeway of selecting on lifting device is also bigger.
The utility model discloses stretch into the floor connector of the double skin wall of second with the horizontal reinforcing bar of cast-in-place layer of floor to it is fixed with the horizontal reinforcing bar lock solid back ligature of the double skin wall of second, the overlap joint floor attaches the muscle between the double skin wall of floor and second, makes the floor more firm with being connected of the double skin wall of second.
For further guaranteeing the joint strength of floor and the second double-skin wall, the prefabricated in situ of floor set up many with the floor attaches the horizontal end muscle that the muscle equidirectional was arranged, the quantity of floor attached muscle is no less than the quantity of muscle at the bottom of the level.
In order to improve the strength of the connecting node, the first vertical closed annular reinforcing steel bar is formed by extending the vertical reinforcing steel bar of the first double-skin wall downwards; the second vertical closed annular reinforcing steel bars are formed by upward extending the vertical reinforcing steel bars of the second double-skin wall.
Furthermore, the post-pouring section is positioned above the floor slab, and the height of the post-pouring section is 200-300mm, so that the line boxes are embedded in the range conveniently, the connection between the pipelines in the slab and the vertical pipelines is facilitated, and the operation is simple and convenient.
In order to enhance the connection strength of the floor slab and the second double-skin wall, one end of the prefabricated layer of the floor slab is provided with a concave step, the floor slab attached rib is arranged on the step, the floor slab attached rib is provided with a plurality of connecting steel bars, and each floor slab attached rib is bound with each connecting steel bar.
Specifically, first double skin wall includes parallel arrangement's first prefabricated outer page or leaf wall and first prefabricated interior page or leaf wall, first prefabricated outer page or leaf wall with set up first cavity between the page or leaf wall in the first prefabrication, set up the first steel bar truss who connects first prefabricated outer page or leaf wall and first prefabricated interior page or leaf wall in the first cavity.
The second double-skin wall comprises a second prefabricated outer leaf wall and a second prefabricated inner leaf wall which are arranged in parallel, a second cavity is arranged between the second prefabricated outer leaf wall and the second prefabricated inner leaf wall, a second steel bar truss connecting the second prefabricated outer leaf wall and the second prefabricated inner leaf wall is arranged in the second cavity, and the second prefabricated outer leaf wall is higher than the second prefabricated inner leaf wall to form the floor slab connecting port.
In order to improve the heat insulation effect of the building, a first heat insulation layer is arranged outside the first double-skin wall, and a second heat insulation layer is arranged outside the second double-skin wall.
Drawings
Fig. 1 is a schematic structural diagram of a first embodiment of the present invention.
In the figure: 1. a first double-skin wall; 11. a first prefabricated outer leaf wall; 12. a first cavity; 13. a first prefabricated inner leaf wall; 14. a first vertical closed loop reinforcement; 15. a first steel bar truss;
2. a second double-skin wall; 21. a second prefabricated outer leaf wall; 22. a second cavity; 23. a second prefabricated inner leaf wall; 24. a second vertical closed loop reinforcement; 25. floor slab connectors; 26. a second steel bar truss;
3. a floor slab; 31. prefabricating a layer; 32. a cast-in-place layer; 33. a third steel bar truss; 34. adding ribs to the floor slab; 35. connecting reinforcing steel bars; 311. a horizontal bottom rib; 312. a step; 321. horizontal steel bars of a cast-in-place layer;
4. post-pouring sections; 41. and horizontally adding ribs.
Detailed Description
The invention is further described below with reference to specific preferred embodiments, without thereby limiting the scope of protection of the invention.
For convenience of description, the relative positional relationship of the components, such as: the descriptions of the upper, lower, left, right, etc. are described with reference to the layout directions of the drawings in the specification, and do not limit the structure of the present patent.
Example 1:
as shown in fig. 1, the embodiment of the connection node of the precast shear wall and the floor slab of the present invention includes a first double-skin wall 1, a second double-skin wall 2 and a floor slab 3.
First double skin wall 1 sets up first cavity 12 including parallel arrangement's first prefabricated outer page or leaf wall 11 and first prefabricated interior page or leaf wall 13 between first prefabricated outer page or leaf wall 11 and the first prefabricated interior page or leaf wall 13, sets up the first steel bar truss 15 of connecting first prefabricated outer page or leaf wall 11 and first prefabricated interior page or leaf wall 13 in the first cavity 12, and the vertical reinforcing bar of first prefabricated outer page or leaf wall 11, first prefabricated interior page or leaf wall 13 extends downwards and forms first vertical closed ring shape reinforcing bar 14.
The second double-skin wall 2 comprises a second prefabricated outer leaf wall 21 and a second prefabricated inner leaf wall 23 which are arranged in parallel, a second cavity 22 is arranged between the second prefabricated outer leaf wall 21 and the second prefabricated inner leaf wall 23, a second steel bar truss 26 connected with the second prefabricated outer leaf wall 21 and the second prefabricated inner leaf wall 23 is arranged in the second cavity 22, vertical steel bars of the second prefabricated outer leaf wall 21 and the second prefabricated inner leaf wall 23 extend upwards to form a second vertical closed annular steel bar 24, and the second prefabricated outer leaf wall 21 is higher than the second prefabricated inner leaf wall 23, so that a floor slab connecting port 25 is formed at the top of the second double-skin wall 2.
The floor slab 3 comprises a prefabricated layer 31 and a cast-in-situ layer 32, and the prefabricated layer 31 is connected with the cast-in-situ layer 32 through a third steel bar truss 33. Horizontal bottom ribs 311 are arranged in the prefabricated layer 31, a concave step 312 is arranged at one end of the prefabricated layer 31, a plurality of floor slab attached ribs 34 are arranged on the step 312, and the floor slab attached ribs 34 are connected into a whole through a plurality of connecting reinforcing steel bars 35. The number of the floor slab additional ribs 34 is not less than the number of the horizontal bottom ribs 311 of the prefabricated layer 31 arranged in the same direction. The thickness of the floor slab is 130mm, the height of the prefabricated layer is 60mm, and the height of the step 312 is 30 mm.
The first vertical closed annular reinforcing steel bar 14 of the first double-skin wall 1 and the second vertical closed annular reinforcing steel bar 24 of the second double-skin wall 2 are buckled with each other to form a post-cast section 4, and a horizontal additional reinforcing steel bar 41 is bound in the post-cast section 4. The horizontal steel bar 321 of the cast-in-place layer of the floor slab 3 extends into the floor slab connecting port 25 of the second double-skin wall 2 and is bound with the horizontal steel bar of the second double-skin wall 2 into a whole in a locked state. The floor attachment ribs 34 extend into the floor connectors 25 to form lap joints.
The post-pouring section 4 is positioned above the floor slab 3, and the height of the post-pouring section is 200-300mm, so that the line box can be embedded in the range conveniently, and the connection between the pipelines in the plate and the vertical pipelines can be realized. The post-pouring section 4 can be used for pouring common concrete and self-compacting concrete.
During construction, the second double-skin wall 2 is assembled and fixed, then the floor slab 3 is assembled, the horizontal steel bar 321 of the cast-in-place layer of the floor slab 3 and the horizontal steel bar of the floor slab connector 25 of the second double-skin wall 2 are bound into a whole in a locking state, and a plurality of floor slab attachment ribs 34 having one end extended into the floor slab connection ports 25 are arranged on the steps 312 of the floor slab 3, and the floor additional ribs 34 are connected into a whole by a plurality of connecting reinforcing bars 35, then the cast-in-situ layer 32 of the cast-in-situ floor 3, then the first double-skin wall 1 is hoisted, so that the first vertical closed annular reinforcing steel bar 14 of the first double-skin wall 1 and the second vertical closed annular reinforcing steel bar 24 of the second double-skin wall 2 are buckled with each other to form a post-cast section 4, and after horizontal additional reinforcing steel bars 41 are bound in the post-cast section 4 and other matching operations are carried out, and pouring common concrete or self-compacting concrete into the post-pouring section 4, and pouring the first cavity 12 of the first double-skin wall 1 in a cast-in-place mode.
In order to enhance the heat insulation effect of the building, a first heat insulation layer 16 is arranged outside the first prefabricated outer leaf wall 11, and a second heat insulation layer 27 is arranged outside the second prefabricated outer leaf wall 21.
In order to enhance the joint strength of the joints, the horizontal steel bars of the prefabricated layer 31 of the floor slab 3 also extend into the floor slab connecting ports 25 of the second double-skin wall 2 and are bound and fixed with the horizontal steel bars of the second double-skin wall 2.
The above description is only for the preferred embodiment of the present application and should not be taken as limiting the present application in any way, and although the present application has been disclosed in the preferred embodiment, it is not intended to limit the present application, and those skilled in the art should understand that they can make various changes and modifications within the technical scope of the present application without departing from the scope of the present application, and therefore all the changes and modifications can be made within the technical scope of the present application.
Claims (8)
1. The utility model provides a prefabricated shear wall and floor connected node, includes first two skin walls (1) and the two skin walls (2) of second of vertical connection, the junction fixed connection floor (3) of first, two skin walls, its characterized in that:
the bottom of the first double-skin wall is provided with a first vertical closed annular reinforcing steel bar (14);
a second vertical closed annular reinforcing steel bar (24) is arranged at the top of the second double-skin wall, and a floor slab connecting port (25) is arranged below the second vertical closed annular reinforcing steel bar of the second double-skin wall;
the floor slab comprises a prefabricated layer (31) and a cast-in-place layer (32) which are overlapped up and down, and a plurality of floor slab additional ribs (34) extending into the second double-skin wall are arranged in the cast-in-place layer;
the first vertical closed annular reinforcing steel bars and the second vertical closed annular reinforcing steel bars are buckled with each other to form a post-pouring section (4), horizontal additional ribs (41) are tied in the post-pouring section, the horizontal reinforcing steel bars (321) of the cast-in-place layer of the floor slab stretch into the floor slab connecting port, and are tied and fixed with the horizontal reinforcing steel bars of the second double-skin wall in a locked state and then cast into a whole, and the floor slab additional ribs stretch into the floor slab connecting port of the second double-skin wall.
2. The precast shear wall and floor slab connection node according to claim 1, wherein a plurality of horizontal bottom ribs (311) are arranged in a precast layer of the floor slab in the same direction as the floor slab additional ribs, and the number of the floor slab additional ribs is not less than that of the horizontal bottom ribs.
3. A precast shear wall and floor slab connection node according to claim 1, wherein the first vertical closed loop reinforcing bars are formed by extending downward the vertical reinforcing bars of the first double skin wall; the second vertical closed annular reinforcing steel bars are formed by upward extending the vertical reinforcing steel bars of the second double-skin wall.
4. The precast shear wall and floor connection node of claim 1, wherein the post-cast section is located above the floor, and the post-cast section has a height of 200-300 mm.
5. The precast shear wall and floor connection node according to claim 1, wherein a recessed step (312) is provided at one end of the precast floor layer, the floor attachment rib is disposed on the step, a plurality of connection bars (35) are provided on the floor attachment rib, and each floor attachment rib is bound with each connection bar.
6. A prefabricated shear wall and floor connection node according to claim 1, wherein the first double skin wall comprises a first prefabricated outer leaf wall (11) and a first prefabricated inner leaf wall (13) arranged in parallel, a first cavity (12) is arranged between the first prefabricated outer leaf wall and the first prefabricated inner leaf wall, and a first steel bar truss (15) connecting the first prefabricated outer leaf wall and the first prefabricated inner leaf wall is arranged in the first cavity.
7. A precast shear wall and floor connection node according to claim 1, wherein the second double skin wall comprises a second precast outer leaf wall (21) and a second precast inner leaf wall (23) which are arranged in parallel, a second cavity (22) is arranged between the second precast outer leaf wall and the second precast inner leaf wall, a second steel bar truss (26) is arranged in the second cavity and connects the second precast outer leaf wall and the second precast inner leaf wall, and the second precast outer leaf wall is higher than the second precast inner leaf wall to form a floor connection port (25).
8. A precast shear wall and floor connection node according to claim 1, wherein a first insulating layer (16) is provided on the outside of the first double skin wall, and a second insulating layer (27) is provided on the outside of the second double skin wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922443531.9U CN212078318U (en) | 2019-12-30 | 2019-12-30 | Prefabricated shear force wall and floor connected node |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922443531.9U CN212078318U (en) | 2019-12-30 | 2019-12-30 | Prefabricated shear force wall and floor connected node |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN212078318U true CN212078318U (en) | 2020-12-04 |
Family
ID=73565178
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201922443531.9U Active CN212078318U (en) | 2019-12-30 | 2019-12-30 | Prefabricated shear force wall and floor connected node |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN212078318U (en) |
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2019
- 2019-12-30 CN CN201922443531.9U patent/CN212078318U/en active Active
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20240416 Address after: The Inner Mongolia Autonomous Region city Dongsheng District 017000 Ordos ejinhuro Street No. 7 Patentee after: Xingtai Construction Group Co.,Ltd. Country or region after: China Address before: 010000 No.102, 1st floor, North Stone office building, Huqing Road, Chengguan Town, Helingeer County, Hohhot City, Inner Mongolia Autonomous Region Patentee before: Inner Mongolia Zhongduo Yuanda Construction Industry Co.,Ltd. Country or region before: China |