CN113445645A - Pouring groove type fabricated concrete shear wall and construction method - Google Patents
Pouring groove type fabricated concrete shear wall and construction method Download PDFInfo
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- CN113445645A CN113445645A CN202110931041.2A CN202110931041A CN113445645A CN 113445645 A CN113445645 A CN 113445645A CN 202110931041 A CN202110931041 A CN 202110931041A CN 113445645 A CN113445645 A CN 113445645A
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- 239000004567 concrete Substances 0.000 title claims abstract description 97
- 238000010276 construction Methods 0.000 title claims abstract description 26
- 238000004873 anchoring Methods 0.000 claims description 39
- 238000002955 isolation Methods 0.000 claims description 25
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 24
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- 238000000034 method Methods 0.000 claims description 15
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 238000009434 installation Methods 0.000 claims description 4
- 230000006978 adaptation Effects 0.000 claims description 2
- 238000000926 separation method Methods 0.000 claims 3
- 238000004519 manufacturing process Methods 0.000 claims 1
- 239000011440 grout Substances 0.000 description 5
- 238000003475 lamination Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 239000011178 precast concrete Substances 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 230000001174 ascending effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 210000002105 tongue Anatomy 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a groove-filling type fabricated concrete shear wall structure and a construction method thereof. The invention relates to the technical field of buildings, and discloses a pouring trough type fabricated concrete shear wall which reduces the construction cost and the construction difficulty of components, accelerates the construction speed, ensures the engineering quality and eliminates potential safety hazards.
Description
Technical Field
The invention relates to the technical field of buildings, in particular to a pouring groove type fabricated concrete shear wall and a construction method.
Background
With the rapid advance of industrialization and urbanization in China, with the enhancement of environmental awareness of people and the guidance of relevant national policies and regulations, fabricated buildings are more and more commonly applied to the field of buildings, and precast concrete shear walls are more and more commonly popularized and applied to fabricated buildings as an important component of the fabricated buildings. At present, in a domestic assembly type building, a sleeve grouting technology is mainly adopted for connecting an upper wall and a lower wall of a prefabricated shear wall, and although the method is safe and reliable theoretically, the following defects also exist in the actual implementation process: (1) the sleeve price is more expensive, leads to the component price on the high side, (2) grout sleeve is located the shear force wall lower part, and the hole is downward, and the sleeve internal diameter is close with the reinforcing bar, and when inserting the upper page wall sleeve on the interlude reinforcing bar of lower page of wall, need the workman to bend down and upwards calibrate, difficult operation. During the installation, in case the reinforcing bar off tracking, very difficult alignment is difficult to operate, takes place the phenomenon that operating personnel steals and cuts the reinforcing bar even, brings the hidden danger for engineering safety, (3) during the sleeve grout, can't detect the saturated condition of thick liquids in the sleeve, hardly guarantee to certainly can fill, in case the slip casting operation negligence, the quality problems does not appear in difficult guarantor. These shortcomings affect the popularization and application of the fabricated concrete precast shear wall.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a pouring groove type fabricated concrete shear wall and a construction method thereof, and solves the problems that the existing fabricated prefabricated shear wall is inconvenient to operate and easy to generate safety during construction.
In order to achieve the purpose, the invention is realized by the following technical scheme: the utility model provides a groove filling formula assembled concrete shear force wall, includes prefabricated shear force wall, vertical reinforcing bar stretches out from the bottom in the wall in the prefabricated shear force wall to form U type overlap joint reinforcing bar, the top inboard of prefabricated shear force wall is equipped with anchor overlap joint groove, U type overlap joint reinforcing bar and anchor overlap joint groove looks adaptation.
Preferably, reducing tongue-and-groove type bearing piers are arranged at two ends of the top of the prefabricated shear wall.
Preferably, the U-shaped lap-joint reinforcing steel bars are bound with stirrups.
Preferably, the inner wall of the anchoring overlapping groove is provided with a groove wall key groove.
Preferably, the rabbet of the bearing pier can be used for placing the bottom plate of the laminated slab.
Preferably, a reinforcing steel bar isolation net can be arranged on the bottom plate of the laminated slab at a position 300cm away from the precast shear wall, a superposed post-cast strip can be formed between the inner side of the reinforcing steel bar isolation net and the bottom of the precast shear wall, after cast-in-place layer concrete of the laminated slab is poured on the outer side of the reinforcing steel bar isolation net, the cast-in-place concrete and the bottom plate of the laminated slab are combined to form the laminated slab, and the superposed post-cast strip is matched with the bearing pier to form a connecting concrete inlet.
Preferably, the two prefabricated shear walls can be arranged in an up-and-down stacked mode, and U-shaped lap-jointed reinforcing steel bars at the bottom of the upper layer of the prefabricated shear wall are inserted into the anchoring lap-jointed grooves at the top of the lower layer of the prefabricated shear wall.
Preferably, the anchoring overlapping groove can be internally cast with connecting concrete later.
The invention also discloses a construction method of the pouring groove type fabricated concrete shear wall, which comprises the following steps:
the method comprises the following steps: when the first floor is installed, namely when the cast-in-place floor is transited to an assembly floor, reserving an anchoring lap joint groove at the corresponding part of the top of the shear wall of the cast-in-place floor, and reserving a superposed post-pouring belt on the cast-in-place floor;
step two: arranging cushion blocks at corresponding positions of the reserved anchoring lap grooves of the cast-in-place layer, then hoisting the prefabricated shear wall of the assembly type first layer, inserting U-shaped lap steel bars at the bottom of the prefabricated shear wall into the corresponding anchoring lap grooves reserved in the cast-in-place layer, dropping the prefabricated shear wall onto the cushion blocks, and fixing the prefabricated shear wall by using inclined supports after correction;
step three: on the cast-in-place floor slab, pouring connecting concrete into the reserved anchoring lap joint groove through the connecting concrete inlet along the superposed post-pouring strip, vibrating to be compact, and continuously pouring until the connecting concrete is flush with the cast-in-place floor slab and the cushion blocks are submerged, so that the connection between the prefabricated shear wall and the cast-in-place layer shear wall is completed;
step four: when the assembled floor is installed, the laminated slab bottom plate is lapped to the tongue-and-groove position of the bearing pier on the prefabricated shear wall;
step five: arranging steel bar isolation nets at positions 300CM away from two sides of the prefabricated shear wall on the bottom plate of the laminated slab, wherein the height of each steel bar isolation net is equal to the thickness of concrete of a pouring layer; through the steel bar isolation net, when the cast-in-place layer concrete of the laminated slab is poured, the cast-in-place layer concrete cannot overflow, and the cast-in-place layer concrete on the outer side of the steel bar isolation net is combined with the laminated slab bottom plate to form the laminated slab; a superposed post-pouring belt (11) is formed between the inner side of the steel bar isolation net and the bottom of the prefabricated shear wall;
step six: hoisting the upper layer of the prefabricated shear wall, inserting the U-shaped lap steel bars at the bottom of the upper layer of the prefabricated shear wall into corresponding anchoring lap grooves of the lower layer of the prefabricated shear wall, dropping the prefabricated shear wall onto a bearing pier, correcting, fixing the prefabricated shear wall by using an inclined strut, and forming a connecting concrete inlet;
step seven: pouring connecting concrete into the anchoring and overlapping groove through a connecting concrete inlet on the superimposed slab along the superimposed post-pouring zone, vibrating to be compact, and continuously pouring until the connecting concrete is flush with the superimposed slab and submerges the bearing pier, namely completing the connection between the upper and lower prefabricated shear walls;
step eight: and after the connecting concrete reaches the designed strength, after the superposed post-cast strip, the connecting concrete inlet and the concrete in the anchoring lap joint groove form a whole, performing construction and installation of the previous layer of fabricated building, repeating the construction method of the fourth step to the seventh step, and repeating the steps repeatedly until the fabricated floor is installed.
Advantageous effects
The invention provides a pouring groove type fabricated concrete shear wall and a construction method. The method has the following beneficial effects: this slot-filling formula assembled concrete shear force wall replaces grout muffjoint technique with reinforcing bar anchor overlap joint technique, changes the decurrent grout sleeve of hole into the ascending flute profile anchor overlap joint groove of opening, replaces the expensive grout material with the concrete to reduced component cost and construction degree of difficulty, accelerated construction speed, guaranteed engineering quality, eliminated the potential safety hazard.
Drawings
FIG. 1 is a schematic view of the present invention
FIG. 2 is a schematic front view of the present invention;
FIG. 3 is a schematic cross-sectional view of the present invention;
FIG. 4 is a schematic side view of the present invention;
FIG. 5 is a schematic side cross-sectional view of the present invention;
FIG. 6 is a top profile plan view of the present invention;
FIG. 7 is a schematic view of the connection of the present invention during construction.
In the figure: 1. the concrete slab comprises bearing piers, 2 parts of anchoring overlapping grooves, 3 parts of groove wall key grooves, 4 parts of prefabricated shear walls, 5 parts of vertical reinforcing steel bars, 6 parts of U-shaped overlapping reinforcing steel bars, 7 parts of stirrups, 8 parts of reinforcing steel bar isolation nets, 9 parts of plate upper reinforcing steel bars, 10 parts of connecting concrete inlets, 11 parts of superposed post-pouring strips, 12 parts of laminated slab cast-in-place layer concrete, 13 parts of laminated slab bottom plates, 14 parts of post-pouring connecting concrete, 15 parts of wall inner transverse reinforcing steel bars, 16 parts of reducing grooves and tongues.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The following working principles, detailed connecting means thereof, and the following main description of the working principles and processes thereof are well known in the art, and will be provided for the purpose of describing the specific connection and operation sequence of the components in the present application by those skilled in the art.
Example 1
Referring to fig. 1-7, a grouted assembled concrete shear wall includes a prefabricated shear wall 4, vertical steel bars 5 in the prefabricated shear wall 4 extend out of the bottom of the prefabricated shear wall 4 to form U-shaped overlapping steel bars 6, an anchoring overlapping groove 2 is arranged on the inner side of the top of the prefabricated shear wall 4, and the U-shaped overlapping steel bars 6 are matched with the anchoring overlapping groove 2;
in the concrete implementation process, it is worth pointing out that the precast shear walls 4 are precast in advance in a factory, during construction, the U-shaped overlap joint steel bars 6 at the lower part of the upper precast shear wall 4 are inserted into the anchoring overlap joint groove 2 at the upper part of the lower precast shear wall 4, and after the connecting concrete 14 is poured into the anchoring overlap joint groove 2 along the connecting concrete inlet 10, the connection between the upper and lower precast shear walls 4 can be completed.
Reducing tongue-and-groove type bearing piers 1 are arranged at two ends of the top of the prefabricated shear wall 4;
in the specific implementation process, it is worth pointing out that the bearing pier 1 is used for bearing and correcting the upper prefabricated shear wall 4, so that a connecting concrete inlet 10 is reserved between the upper prefabricated shear wall 4 and the lower prefabricated shear wall 4, and concrete is poured into the anchoring overlapping groove 2.
in the concrete implementation, it is worth particularly pointing out that the U-shaped overlap bars 6 are restrained from being deformed by the stirrups 7, and the overlapping length of the U-shaped overlap bars 6 is reduced.
The inner wall of the anchoring lap joint groove 2 is provided with a groove wall key groove 3;
in the specific implementation, it is worth pointing out that the design of the slot wall key slot 3 is used to increase the friction between the cast-in-place concrete 14 and the precast concrete 4.
The bottom plate 13 of the superimposed sheet can be placed at the position of the rabbet 16,
in the specific implementation process, before pouring the cast-in-place layer concrete 12 of the laminated slab, a steel bar isolation net 8 needs to be arranged on the laminated slab bottom plate 13 at a position 300CM away from the prefabricated shear wall 4, after pouring the cast-in-place layer concrete 12 of the laminated slab on the outer side of the steel bar isolation net 8, the steel bar isolation net and the laminated slab bottom plate 13 are combined to form the laminated slab, and a post-lamination pouring belt 11 is formed between the inner side of the steel bar isolation net 8 and the prefabricated shear wall 4;
in the specific implementation process, it is worth particularly pointing out that the two prefabricated shear walls 4 can be arranged in an up-and-down stacked manner, and the U-shaped overlap joint reinforcing steel bars 6 at the bottom of the upper prefabricated shear wall 4 can be inserted into the anchoring overlap joint grooves 2 at the top of the lower prefabricated shear wall 4;
in the specific implementation process, it is worth particularly pointing out that the superposed post-cast strip 11 is matched with the bearing pier 1 to form a post-cast connecting concrete pouring inlet 10;
in the specific implementation process, it is worth pointing out that after the concrete 14 is poured into the anchoring lap joint groove 2 at the position of the post-lamination pouring belt 11 through the connecting concrete inlet 10, the U-shaped lap joint steel bars 6 in the anchoring lap joint groove 2 and the connecting concrete 14 can be relied on between the upper and lower shear walls 4, so that the walls can be reliably connected.
In the concrete implementation, it is worth pointing out that after the concrete 14 is poured, the post-cast strip 11, the connecting concrete inlet 10 and the concrete in the anchoring lap groove 2 are superposed to form a reliable structural connection.
In actual use, the U-shaped lapped reinforcing steel bars 6 at the lower part of the upper-layer prefabricated shear wall 4 are inserted into the anchoring lapped grooves 2 at the upper part of the lower-layer prefabricated shear wall 4, the laminated slab bottom plate 13 is lapped at the rabbet 16 of the bearing pier 1, the reinforcing steel bar isolation nets 8 are arranged at the positions 300CM along the two sides of the prefabricated shear wall before the laminated slab cast-in-place concrete layer 12 is poured, the cast-in-place concrete 12 is poured outside the reinforcing steel bar isolation nets 8, the post-cast strip 11 is formed between the post-cast strip and the root part of the upper-layer prefabricated shear wall 4, due to the height difference, a node area post-cast concrete inlet 10 is formed between the superposed post-cast strip 11 and the lower part of the upper precast shear wall 4, after concrete is poured into the lap joint groove 2 along the reserved inlet 10, the vibrating rod is used for vibrating, saturation and compaction are achieved, pouring is continued until the vibrating rod is flush with the laminated slab 12 and submerges the bearing pier 1, and reliable connection of the upper prefabricated shear wall and the lower prefabricated shear wall can be completed.
Example 2
Referring to fig. 7, a construction method of a trough-filling type fabricated concrete shear wall includes the following steps:
the method comprises the following steps: when the first floor is installed, namely when the cast-in-place floor is transited to an assembly floor, reserving an anchoring lap joint groove 2 at the corresponding part of the top of the shear wall of the cast-in-place floor, and reserving a superposed post-pouring belt 11 on the cast-in-place floor;
step two: arranging a cushion 1 at a corresponding position of the edge of a reserved anchoring lap joint groove 2 of a cast-in-place layer, then hoisting the prefabricated shear wall 4 of the first assembled layer, inserting a U-shaped lap joint reinforcing steel bar 6 at the bottom of the prefabricated shear wall into the corresponding reserved anchoring lap joint groove 2 of the cast-in-place layer, dropping the prefabricated shear wall 4 onto a cushion block 1, and fixing the prefabricated shear wall 4 by using an inclined strut after correction;
step three: on the cast-in-place floor slab, pouring connecting concrete 14 into the reserved anchoring lap joint groove 2 along the post-pouring strip 11 through the connecting concrete inlet 10, vibrating to be compact, and continuously pouring until the connecting concrete is flush with the cast-in-place floor slab and the cushion blocks are submerged, so that the connection between the prefabricated shear wall 4 and the cast-in-place layer shear wall is completed;
step four: when the assembled standard layer is installed, the laminated slab bottom plate 13 is lapped at the rabbet 16 beside the bearing pier 1 on the prefabricated shear wall 4;
step five: arranging reinforcing steel bar isolation nets 8 on the bottom plate 13 of the laminated slab along 300CM positions on two sides of the prefabricated shear wall 4, wherein the height of each reinforcing steel bar isolation net 8 is the thickness of the concrete 12 of the cast-in-place layer of the laminated slab, the concrete 12 of the cast-in-place layer of the laminated slab cannot overflow when being cast through the reinforcing steel bar isolation nets 8, the outer sides of the reinforcing steel bar isolation nets 8 are combined with the bottom plate 13 of the laminated slab to form the laminated slab, and a post-lamination casting belt 11 is formed between the inner sides of the reinforcing steel bar isolation nets 8 and the prefabricated shear wall;
step six: hoisting the upper layer of the prefabricated shear wall 4, inserting the U-shaped lapped steel bars 6 at the bottom of the upper layer of the prefabricated shear wall into the reserved anchoring lapping grooves 2 of the lower layer of the prefabricated shear wall 4, dropping the prefabricated shear wall 4 onto the bearing pier 1, correcting, fixing the prefabricated shear wall 4 by using an inclined support, and forming a connecting concrete inlet 10;
step seven: pouring connecting concrete 14 into the anchoring lap joint groove 2 along the post-laminated pouring zone 11 through the connecting concrete inlet 10 on the laminated slab, vibrating to be compact, and continuously pouring until the connecting concrete is flush with the laminated slab 12 and submerges the bearing pier 1, namely completing the connection between the upper and lower prefabricated shear walls 4;
step eight: and after the connecting concrete 14 reaches the design strength, after the post-cast strip 11, the connecting concrete inlet 10 and the concrete in the anchoring lap joint groove 2 are overlapped to form a whole, performing construction and installation of the assembly type building on the previous layer, repeating the construction method of the fourth step to the seventh step, and repeating the steps until the assembly type floor is installed.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (9)
1. The utility model provides a slot-filling formula assembled concrete shear force wall which characterized in that: including precast shear wall (4), vertical reinforcing bar (5) in precast shear wall (4) are stretched out from the bottom to form U type overlap joint reinforcing bar (6), the top inboard of precast shear wall (4) is equipped with anchor overlap joint groove (2), U type overlap joint reinforcing bar (6) and anchor overlap joint groove (2) looks adaptation.
2. A grouted fabricated concrete shear wall as defined in claim 1, wherein: reducing tongue-and-groove (16) type bearing piers (1) are arranged at two ends of the top of the prefabricated shear wall (4).
3. A grouted fabricated concrete shear wall as defined in claim 1, wherein: and stirrups (7) are tied on the U-shaped lap joint reinforcing steel bars (6).
4. A grouted fabricated concrete shear wall as defined in claim 1, wherein: and a groove wall key groove (3) is formed in the inner wall of the anchoring overlapping groove (2).
5. A grouted fabricated concrete shear wall as defined in claim 2, wherein: the rabbet of the bearing pier (1) can be used for placing a laminated slab bottom plate (13).
6. A grouted fabricated concrete shear wall as claimed in claim 5, wherein: on superimposed sheet bottom plate (13), locate 300 centimetres apart from precast shear wall (4) and set up reinforcing bar separation net (8), form superimposed post-cast strip (11) between reinforcing bar separation net (8) inboard and precast shear wall (4), superimposed sheet cast-in-place layer concrete (12) in reinforcing bar separation net (8) outside with superimposed sheet bottom plate 13 combines to form the superimposed sheet, superimposed post-cast strip (11) and bearing pier (1) cooperation form and are connected concrete entry (10).
7. A grouted fabricated concrete shear wall as defined in claim 1, wherein: the two prefabricated shear walls (4) can be arranged in an up-and-down stacked mode, and U-shaped lap-joint reinforcing steel bars (6) at the bottom of the upper layer of the prefabricated shear wall (4) can be inserted into the anchoring lap-joint grooves (2) at the top of the lower layer of the prefabricated shear wall (4).
8. A grouted fabricated concrete shear wall as claimed in claim 7, wherein: and concrete (14) can be poured and connected in the anchoring lap joint groove (2) later.
9. A construction method of a pouring trough type fabricated concrete shear wall is characterized by comprising the following steps: a grouted fabricated concrete shear wall as defined in any one of claims 1 to 8, wherein the construction site concrete construction method comprises the following steps:
the method comprises the following steps: when the first floor is installed, namely when a cast-in-place floor is transited to an assembly floor, firstly, a positioning mould is used for manufacturing a reserved anchoring lap joint groove (2) at a corresponding position of the top of a cast-in-place floor shear wall, and a superposed post-pouring belt (11) is reserved at a corresponding position of a cast-in-place floor slab;
step two: arranging cushion blocks (1) at corresponding positions of the edges of the reserved anchoring lap joint grooves (2) of the cast-in-place layer, then hoisting the prefabricated shear wall (4) of the assembled first layer, inserting U-shaped lap joint reinforcing steel bars (6) at the bottom of the prefabricated shear wall into the corresponding reserved anchoring lap joint grooves (2) of the cast-in-place layer, dropping the prefabricated shear wall (4) onto the cushion blocks, and fixing the prefabricated shear wall (4) by using inclined struts after correction;
step three: on a cast-in-place building, pouring connecting concrete (14) into the reserved anchoring lap groove (2) through a connecting concrete inlet (10) along a superposed post-pouring belt (11), vibrating to be dense, and continuously pouring until the connecting concrete is flush with a cast-in-place floor slab and submerges the cushion block (1), so that the connection between the prefabricated shear wall (4) and the cast-in-place layer shear wall is completed;
step four: when the assembled standard layer is installed, the laminated slab bottom plate (13) is lapped to the rabbet (16) of the bearing pier (1) on the prefabricated shear wall (4);
step five: and (3) arranging steel bar isolation nets (8) on the bottom plate (13) of the laminated slab along 300CM positions on two sides of the prefabricated shear wall (4), wherein the height of each steel bar isolation net (8) is equal to the thickness of the concrete (12) of the pouring layer. Through the steel bar isolation net (8), when the cast-in-place layer concrete (12) of the laminated slab is poured, the cast-in-place layer concrete (12) cannot overflow. The cast-in-place layer concrete (12) on the outer side of the steel bar isolation net (8) is combined with the laminated slab bottom plate (13) to form a laminated slab; a superposed post-pouring belt (11) is formed between the inner side of the steel bar isolation net (8) and the bottom of the prefabricated shear wall (4);
step six: hoisting the upper precast shear wall (4), inserting U-shaped lap steel bars (6) at the bottom of the upper precast shear wall into the anchoring lap groove (2) of the lower precast shear wall (4), dropping the precast shear wall (4) onto the bearing pier (1), and after correction, fixing the precast shear wall (4) by using an inclined strut to form a connecting concrete inlet (10);
step seven: pouring connecting concrete (14) into the anchoring and overlapping groove (2) along the overlapping post-pouring belt (11) and through the overlapping concrete inlet (10) on the laminated slab, vibrating to be compact, and continuously pouring until the connecting concrete is flush with the laminated slab (12) and submerges the bearing pier (1), namely, the connection between the upper and lower prefabricated shear walls (4) is completed;
step eight: and after the post-cast connecting concrete (14) reaches the design strength, superposing the post-cast strip (11), the connecting concrete inlet (10) and the concrete in the anchoring lap joint groove (2) to form a whole, then carrying out construction and installation of the previous layer of assembly type building, repeating the construction method from the fourth step to the seventh step, and repeating the steps until the construction of the assembly type floors is finished.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110931041.2A CN113445645A (en) | 2021-08-13 | 2021-08-13 | Pouring groove type fabricated concrete shear wall and construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110931041.2A CN113445645A (en) | 2021-08-13 | 2021-08-13 | Pouring groove type fabricated concrete shear wall and construction method |
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| CN113445645A true CN113445645A (en) | 2021-09-28 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114775688A (en) * | 2022-05-26 | 2022-07-22 | 中国建筑第五工程局有限公司 | Construction method of superposed assembly type subway station with few-formwork support |
| CN114856034A (en) * | 2022-03-17 | 2022-08-05 | 中国建筑第二工程局有限公司 | Prefabricated shear wall and construction method adopting same |
-
2021
- 2021-08-13 CN CN202110931041.2A patent/CN113445645A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114856034A (en) * | 2022-03-17 | 2022-08-05 | 中国建筑第二工程局有限公司 | Prefabricated shear wall and construction method adopting same |
| CN114775688A (en) * | 2022-05-26 | 2022-07-22 | 中国建筑第五工程局有限公司 | Construction method of superposed assembly type subway station with few-formwork support |
| CN114775688B (en) * | 2022-05-26 | 2024-05-03 | 中国建筑第五工程局有限公司 | Construction method of overlapped assembly type subway station with few formwork supports |
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