CN108951870B - Construction method of low-rise fully-assembled concrete shear wall structure system - Google Patents
Construction method of low-rise fully-assembled concrete shear wall structure system Download PDFInfo
- Publication number
- CN108951870B CN108951870B CN201810836644.2A CN201810836644A CN108951870B CN 108951870 B CN108951870 B CN 108951870B CN 201810836644 A CN201810836644 A CN 201810836644A CN 108951870 B CN108951870 B CN 108951870B
- Authority
- CN
- China
- Prior art keywords
- prefabricated
- precast
- shear wall
- pouring
- floor slab
- 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
Images
Classifications
-
- 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
- E04B1/343—Structures characterised by movable, separable, or collapsible parts, e.g. for transport
- E04B1/34315—Structures characterised by movable, separable, or collapsible parts, e.g. for transport characterised by separable parts
- E04B1/34321—Structures characterised by movable, separable, or collapsible parts, e.g. for transport characterised by separable parts mainly constituted by panels
-
- 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
- E04B1/61—Connections for building structures in general of slab-shaped building elements with each other
- E04B1/6108—Connections for building structures in general of slab-shaped building elements with each other the frontal surfaces of the slabs connected together
-
- 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
- E04B1/61—Connections for building structures in general of slab-shaped building elements with each other
- E04B2001/6195—Connections for building structures in general of slab-shaped building elements with each other the slabs being connected at an angle, e.g. forming a corner
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention discloses a construction method of a low-rise fully-assembled concrete shear wall structure system, wherein the low-rise fully-assembled concrete shear wall structure system comprises a prefabricated independent foundation, a prefabricated ground beam arranged on the prefabricated independent foundation, a prefabricated bottom plate arranged on the prefabricated ground beam, a prefabricated shear wall vertically arranged on the prefabricated bottom plate, a prefabricated beam and a prefabricated floor slab paved on the prefabricated shear wall and the prefabricated beam, and the construction method comprises the following steps: firstly, hoisting a prefabricated independent foundation; secondly, hoisting the prefabricated ground beam; thirdly, hoisting the prefabricated bottom plate; fourthly, hoisting the prefabricated shear wall; fifthly, hoisting the precast beam; sixthly, hoisting the prefabricated floor slab; and seventhly, connecting the precast beam, the precast shear wall and the precast floor slab by cast-in-place concrete. The invention solves the problems of low assembly rate and large field wet operation amount of the existing fabricated concrete structure, the field construction mainly comprises the field assembly among prefabricated structural components, the connection is safe and reliable, and the construction efficiency can be greatly improved.
Description
Technical Field
The invention belongs to the technical field of fabricated building structures and construction thereof, and particularly relates to a construction method of a low-rise fully-fabricated concrete shear wall structure system.
Background
At present, the building industry in China mainly operates in a mode that a design unit carries out building and structural design and a construction unit carries out site construction, and the connection tightness of all links of project construction is poor. Therefore, the construction efficiency is low, the product quality is poor, the overall energy consumption of the industry is high, and great damage and waste are caused to the environment, resources and energy. Therefore, the realization of building industrialization is a necessary way to solve the problems by a modern large-scale industrial production mode of design, manufacture, transportation, installation and scientific management to replace the traditional handicraft production mode with dispersed, low-efficiency and low-level building industry. The assembly type building has the characteristics of production standardization, construction mechanization and management informatization, can save a large amount of resources by developing the assembly type building, actively promotes technical innovation, improves building quality, promotes transformation and upgrading of building enterprises, is a fundamental transformation of building production modes from extensive production to intensive production, and is a necessary approach and a development direction of building industry modernization.
In recent years, the assembly type building is rapidly developed in China, but some problems exist. At present, a lot of prefabricated concrete structures are applied, although factory prefabrication and field assembly of partial components are realized, the general assembly rate is low, and a large amount of steel bars and cast-in-place concrete are required to be bound between the existing assembled integral concrete structure components for connection. Therefore, the field wet workload of the existing fabricated concrete structure is still large, and the advantages of low energy consumption and high efficiency of the fabricated building cannot be fully exerted.
Disclosure of Invention
The invention aims to solve the technical problems in the prior art, and provides a construction method of a low-rise fully-fabricated concrete shear wall structure system, which is convenient and fast in assembly method and reasonable in design, improves the building industrialization level, solves the problems of low assembly rate and large field wet operation amount of the existing fabricated concrete structure, has the prefabrication rate of structural members reaching more than 95 percent, mainly adopts field assembly among the prefabricated structural members in field construction, only has extremely small amount of wet operation in the field construction, is safe and reliable in connection, can greatly improve the construction efficiency, greatly shorten the construction period and reduce the energy consumption, and can be widely applied to low-rise towns, high-end villas, tourist resort and the like.
In order to solve the technical problems, the invention adopts the technical scheme that: a construction method of a low-level fully-assembled concrete shear wall structure system comprises a prefabricated independent foundation, a prefabricated ground beam installed on the prefabricated independent foundation, a prefabricated bottom plate installed on the prefabricated ground beam, a prefabricated shear wall vertically installed on the prefabricated bottom plate, a prefabricated beam erected between two prefabricated shear walls which are oppositely arranged, and a prefabricated floor slab laid on the prefabricated shear wall and the prefabricated beam, wherein first embedded steel bars are pre-embedded at the top end of the prefabricated independent foundation, first pouring holes for the first embedded steel bars to pass through are formed in two ends of the prefabricated ground beam, a plurality of second embedded steel bars are pre-embedded at the top end of the prefabricated ground beam, second pouring holes for the second embedded steel bars to pass through are formed in the prefabricated bottom plate, third pouring holes for the second embedded steel bars to pass through and are matched with the second pouring holes are formed in the bottom of the prefabricated shear wall, a abdicating groove is formed in the side surface of the prefabricated shear wall; the connection form of the plurality of prefabricated shear walls in the horizontal direction is divided into a linear form, an L form and a T form, when the connection form of two adjacent prefabricated shear walls in the horizontal direction is the linear form, two end parts of the two prefabricated shear walls are respectively provided with a first notch, and the two first notches are oppositely arranged to form a first concrete pouring cavity; when the connection form between two adjacent prefabricated shear walls in the horizontal direction is L-shaped, two end parts of the two prefabricated shear walls are respectively provided with a second notch, and the two second notches are oppositely arranged to form a second concrete pouring cavity; when the connection form between the three prefabricated shear walls in the horizontal direction is T-shaped, the two end parts of two prefabricated shear walls are provided with third gaps, one prefabricated shear wall is provided with a flat end part, and a third concrete pouring cavity is formed by the two third gaps and the flat end part of the prefabricated shear wall; the tip of precast beam is pre-buried to have the pre-buried horizontal reinforcement of precast beam, the top of precast shear wall and the top of precast beam are set up in bank and are additionally indulged the muscle, in bank cover is equipped with additional stirrup on the additional muscle of indulging, cast in situ concrete forms cast in situ concrete layer on precast beam and the precast shear wall, its characterized in that: the construction method comprises the following steps:
step one, hoisting a prefabricated independent foundation:
after foundation treatment and measurement paying-off are completed, hoisting the prefabricated independent foundation to a mounting position;
step two, hoisting the prefabricated ground beam:
firstly, hoisting a prefabricated ground beam, and enabling a first embedded steel bar to penetrate through a first pouring hole; then, filling high-strength grouting materials into the first pouring holes; finally, mounting a first sealing plate at the top of the first pouring hole, and tightly pressing the first sealing plate on the top surface of the prefabricated ground beam by sleeving a nut at the top of the first embedded steel bar;
step three, hoisting the prefabricated bottom plate:
hoisting the prefabricated bottom plate of the bottom layer to enable the plurality of second embedded steel bars to penetrate through the plurality of second pouring holes one by one;
step four, hoisting the prefabricated shear wall, which comprises the following steps:
step 401, hoisting the prefabricated shear wall, and connecting the prefabricated shear wall, the prefabricated bottom plate and the prefabricated ground beam into a whole:
firstly, hoisting the prefabricated shear wall, enabling a plurality of second embedded steel bars to penetrate through a plurality of third pouring holes one by one, filling high-strength grouting materials into the second pouring holes and the third pouring holes which are communicated with each other from the abdicating groove, installing a second sealing plate at the top of each third pouring hole, pressing the second sealing plate on the bottom surface of the abdicating groove by sleeving nuts at the tops of the second embedded steel bars, and then plugging the abdicating groove with mortar;
step 402, connecting the plurality of prefabricated shear walls, wherein according to the installation positions of the prefabricated shear walls, the connection forms of the plurality of prefabricated shear walls in the horizontal direction are divided into a linear type, an L type and a T type:
when the connection form between two adjacent prefabricated shear walls in the horizontal direction is a linear type, the specific connection method comprises the following steps: firstly, connecting the transverse linear steel bars extending out of the side surfaces of two adjacent prefabricated shear walls into a whole one by one; secondly, adopting anti-crack mortar to pointing and leveling the seam splicing position between two adjacent prefabricated shear walls to form an anti-crack mortar layer; then, inserting additional steel bars into the first concrete pouring cavity along the height direction of the prefabricated shear wall; then pouring micro-expansion concrete into the first concrete pouring cavity;
when the connection form between two adjacent prefabricated shear walls in the horizontal direction is L-shaped, the specific connection method comprises the following steps: firstly, corresponding the transverse U-shaped steel bars extending out of the side surfaces of two adjacent prefabricated shear walls one by one; secondly, adopting anti-crack mortar to pointing and leveling the seam splicing position between two adjacent prefabricated shear walls to form an anti-crack mortar layer; then, inserting additional steel bars into the second concrete pouring cavity along the height direction of the prefabricated shear wall; then pouring micro-expansion concrete into the second concrete pouring cavity;
when the connection form between the three prefabricated shear walls in the horizontal direction is T-shaped, the specific connection method comprises the following steps: firstly, corresponding the transverse U-shaped steel bars extending out of the side surfaces of three prefabricated shear walls arranged in a T shape one by one; secondly, adopting anti-crack mortar to pointing and leveling the seam splicing position between two adjacent prefabricated shear walls to form an anti-crack mortar layer; then, inserting additional steel bars into the third concrete pouring cavity along the height direction of the prefabricated shear wall; then pouring micro-expansion concrete into the third concrete pouring cavity;
step five, hoisting the precast beam:
firstly, hoisting a precast beam, and erecting two ends of the precast beam on two precast shear walls which are oppositely arranged; secondly, erecting additional longitudinal bars in rows at the top of the prefabricated shear wall and the top of the prefabricated beam; then, additional stirrups are sleeved on the additional longitudinal bars in rows;
step six, hoisting the prefabricated floor slab:
hoisting the precast floor slab, wherein the connection mode of the precast floor slab is divided into three conditions according to the installation position of the precast floor slab: the connection between two adjacent prefabricated floor slabs in the same plane; the prefabricated floor slab and the prefabricated shear wall are connected; connecting the precast beam with the precast floor slab;
when two adjacent precast floor slabs which are positioned in the same plane are assembled, a precast floor slab horizontal embedded steel plate for horizontal connection is arranged on the precast floor slabs, a plurality of anchoring steel bars are arranged on one side of the precast floor slab horizontal embedded steel plate, and the precast floor slab horizontal embedded steel plates of the two adjacent precast floor slabs which are positioned in the same plane are connected into a whole by utilizing a first welding plate;
when assembling the precast floor slab and the precast shear wall, arranging a precast shear wall horizontal embedded steel plate at the top of the precast shear wall, and connecting the precast floor slab vertical embedded steel plate and the precast shear wall horizontal embedded steel plate into a whole by using a second welding plate;
when the precast beam and the precast floor slab are assembled, a precast floor slab vertical embedded steel plate for vertical connection is arranged on the precast floor slab, a precast beam horizontal embedded steel plate is arranged on the top surface of the precast beam, and the precast floor slab vertical embedded steel plate and the precast beam horizontal embedded steel plate are connected into a whole by using a third welding plate;
step seven, connecting the precast beam, the precast shear wall and the precast floor slab by cast-in-place concrete:
after the prefabricated floor slab and the prefabricated shear wall are assembled in the sixth step, a first pouring seam is formed between the prefabricated floor slab and the prefabricated shear wall; after the prefabricated beam and the prefabricated floor slab are assembled in the sixth step, a second pouring seam is formed between the prefabricated beam and the prefabricated floor slab; after the prefabricated beam and the prefabricated shear wall are assembled in the fifth step, a third pouring seam is formed between the prefabricated beam and the prefabricated shear wall; and the first pouring seam, the second pouring seam and the third pouring seam are communicated, concrete is cast in situ into the first pouring seam, the second pouring seam and the third pouring seam to form a cast-in-situ concrete layer, and after the cast-in-situ concrete layer is solidified, hoisting construction of a next layer of concrete shear wall structure is carried out.
The construction method of the low-rise fully-assembled concrete shear wall structure system is characterized by comprising the following steps of: leveling cushion blocks are arranged between the top surface of the prefabricated independent foundation and the bottom surface of the prefabricated ground beam and between the top surface of the prefabricated ground beam and the bottom surface of the prefabricated bottom plate.
The construction method of the low-rise fully-assembled concrete shear wall structure system is characterized by comprising the following steps of: in the first step, after the prefabricated independent foundation is hoisted to the installation position, the actual elevation of the prefabricated independent foundation is rechecked, and when the actual elevation of the prefabricated independent foundation is lower than the designed elevation of the prefabricated independent foundation, leveling cushion blocks with different thicknesses are adopted to level the prefabricated independent foundation, so that the actual elevation of the prefabricated independent foundation is equal to the designed elevation of the prefabricated independent foundation.
The construction method of the low-rise fully-assembled concrete shear wall structure system is characterized by comprising the following steps of: and in the third step, before the prefabricated floor slab at the bottom layer is hoisted, leveling cushion blocks with different thicknesses are adopted to level the prefabricated floor beam hoisted in the second step.
Compared with the prior art, the invention has the following advantages:
1. the prefabricated concrete structure is formed by assembling and constructing the prefabricated independent foundation, the prefabricated ground beam, the prefabricated bottom plate, the prefabricated shear wall, the prefabricated beam and the prefabricated floor slab, the building industrialization level is improved, the problems of low assembly rate and large field wet operation amount of the existing prefabricated concrete structure are solved, the prefabrication rate of structural members in the structure system can reach more than 95%, field construction mainly refers to field assembly among the prefabricated structural members, only a very small amount of wet operation is required in the field construction, the connection is safe and reliable, the construction efficiency can be greatly improved, the construction period is greatly shortened, and the energy consumption is reduced.
2. The assembly between the prefabricated independent foundation and the prefabricated ground beam and the assembly between the prefabricated ground beam, the prefabricated base plate and the prefabricated shear wall are realized in a dry-wet combined connection mode, the assembly method is convenient and fast, and the using effect is good.
3. According to the invention, the horizontal steel bars are embedded in the end parts of the precast beams, the additional longitudinal bars are erected in rows at the top parts of the precast shear walls and the top parts of the precast beams, the additional longitudinal bars are sleeved with the additional stirrups in rows, concrete is cast on the precast beams and the precast shear walls in situ to form a cast-in-situ concrete layer, and the precast beams and the precast shear walls are connected through wet connection.
4. The invention improves the prefabrication rate of structural members, improves the building industrialization level, greatly shortens the engineering construction period, and has safe and reliable structural connection, simple and convenient construction and low cost.
In conclusion, the assembly method is convenient and fast, the design is reasonable, the building industrialization level is improved, and the problems of low assembly rate and large field wet operation amount of the existing assembly type concrete structure are solved, the prefabrication rate of the structural members in the structural system can reach more than 95%, the field construction mainly refers to the field assembly among the prefabricated structural members, the field construction only has a very small amount of wet operation, the connection is safe and reliable, the construction efficiency can be greatly improved, the construction period is greatly shortened, the energy consumption is reduced, and the method can be widely applied to low-rise urbanized houses, high-end villas, tourist resort and the like.
The invention is described in further detail below with reference to the figures and examples.
Drawings
Fig. 1 is a schematic structural diagram of a low-rise fully-assembled concrete shear wall structural system according to the present invention.
FIG. 2 is a block flow diagram of a construction method of the present invention.
Fig. 3 is a schematic view of a connection structure of the prefabricated independent foundation and the prefabricated ground beam according to the present invention.
Fig. 4 is a schematic view of a connection structure of the precast ground beam, the precast floor slab and the precast shear wall according to the present invention.
FIG. 5 is a schematic view of a connection structure of two prefabricated shear walls in a linear connection manner.
FIG. 6 is a schematic view of a connection structure of two prefabricated shear walls in an L-shaped connection form according to the present invention.
FIG. 7 is a schematic view of a T-shaped connection structure of three prefabricated shear walls according to the present invention.
Fig. 8 is a schematic view of a connection structure of the precast shear wall and the precast beam according to the present invention.
Fig. 9 is a sectional view a-a of fig. 8.
Fig. 10 is a schematic view of the connection structure of two adjacent prefabricated floor slabs in the same plane according to the present invention.
Fig. 11 is a schematic view of a connection structure of a precast shear wall and a precast floor slab according to the present invention.
Fig. 12 is a schematic view showing a connection structure of a precast girder and two adjacent precast floor slabs located in the same plane according to the present invention.
Description of reference numerals:
1-prefabricating an independent foundation; 1-first embedded steel bar; 2, prefabricating a ground beam;
2-1-a first casting hole; 2-second embedded steel bars; 3, prefabricating a bottom plate;
3-1-a second pouring hole; 4, prefabricating a shear wall; 4-1-a third pouring hole;
4-2 — first gap; 4-3-square notch; 4-straight steel bar;
4-5-U-shaped steel bars; 4-6-a abdicating groove; 4-7-third gap;
4-8, horizontally embedding a steel plate in the prefabricated shear wall; 5, prefabricating a beam;
5-1, forming ribs at the end of the precast beam; 5-2, horizontally embedding a steel plate in the precast beam; 6, prefabricating a floor slab;
6-1, prefabricating a horizontal embedded steel plate of a floor slab; 6-2-anchoring the steel bar;
6-3, prefabricating a vertical embedded steel plate of the floor slab; 7-leveling cushion blocks;
8-a first concrete pouring cavity; 9-a second concrete pouring cavity;
10-a third concrete pouring cavity; 11-anti-crack mortar layer;
12-additional steel bars; 13-adding horizontal steel bars; 14-additional stirrups;
15-a cast-in-place concrete layer; 16-a first weld plate; 17-a second weld plate;
18-third weld plate; 19-a first closing plate; 20-a second closing plate.
Detailed Description
As shown in figure 1, the low-rise fully-assembled concrete shear wall structure system comprises a prefabricated independent foundation 1, a prefabricated ground beam 2 installed on the prefabricated independent foundation 1, a prefabricated bottom plate 3 installed on the prefabricated ground beam 2, a prefabricated shear wall 4 vertically installed on the prefabricated bottom plate 3, a prefabricated beam 5 erected between the two prefabricated shear walls 4 which are oppositely arranged, and a prefabricated floor slab 6 laid on the prefabricated shear wall 4 and the prefabricated beam 5, wherein first embedded steel bars 1-1 are pre-embedded at the top end of the prefabricated independent foundation 1, first pouring holes 2-1 for the first embedded steel bars 1-1 to pass through are formed in two ends of the prefabricated ground beam 2, a plurality of second embedded steel bars 2-2 are pre-embedded at the top end of the prefabricated ground beam 2, second pouring holes 3-1 for the second embedded steel bars 2-2 to pass through are formed in the prefabricated bottom plate 3, the bottom of the prefabricated shear wall 4 is provided with a third pouring hole 4-1 through which a second embedded steel bar 2-2 passes and which is matched with the second pouring hole 3-1, and the side surface of the prefabricated shear wall 4 is provided with a abdicating groove 4-6; the connection form among the plurality of prefabricated shear walls 4 is divided into a linear type, an L type and a T type, when the connection form between two adjacent prefabricated shear walls 4 in the horizontal direction is the linear type, two end parts of the two prefabricated shear walls 4 are respectively provided with a first notch 4-2, and the two first notches 4-2 are oppositely arranged to form a first concrete pouring cavity 8; when the connection form between two adjacent prefabricated shear walls 4 in the horizontal direction is L-shaped, two end parts of the two prefabricated shear walls 4 are respectively provided with a second notch 4-3, and the two second notches 4-3 are oppositely arranged to form a second concrete pouring cavity 9; when the connection form between the three prefabricated shear walls 4 in the horizontal direction is T-shaped, wherein two ends of two prefabricated shear walls 4 are provided with third gaps 4-7, one prefabricated shear wall 4 is provided with a flat end, and the two third gaps 4-7 and the flat end of one prefabricated shear wall 4 form a third concrete pouring cavity 10; the end part of the precast beam 5 is pre-embedded with precast beam end outlet ribs 5-1, additional longitudinal ribs 13 are erected in rows at the top of the precast shear wall 4 and the top of the precast beam 5, additional stirrups 14 are sleeved in rows on the additional longitudinal ribs 13, and cast-in-place concrete is poured on the precast beam 5 and the precast shear wall 4 to form a cast-in-place concrete layer 15.
A method for constructing a low-rise fully-assembled concrete shear wall structural system as shown in fig. 2, the method comprising the steps of:
step one, hoisting a prefabricated independent foundation:
after foundation treatment and measurement paying-off are completed, hoisting the prefabricated independent foundation 1 to a mounting position;
step two, hoisting the prefabricated ground beam:
firstly, hoisting a prefabricated ground beam 2 to enable a first embedded steel bar 1-1 to penetrate through a first pouring hole 2-1; then, filling the first pouring hole 2-1 with high-strength grouting material; finally, a first sealing plate 20 is installed at the top of the first pouring hole 2-1, and the first sealing plate 20 is tightly pressed on the top surface of the prefabricated ground beam 2 by sleeving a nut on the top of the first embedded steel bar 1-1;
as shown in fig. 3, in this embodiment, the first embedded steel bars 1-1 are embedded at the top end of the prefabricated independent foundation 1, the first casting holes 2-1 for the first embedded steel bars 1-1 to pass through are formed at the two ends of the prefabricated ground beam 2, when in actual use, the first embedded steel bars 1-1 are firstly inserted through the first casting holes 2-1, then the first casting holes 2-1 are filled with the high-strength grouting material for connection, then the first sealing plate 20 is installed at the top of the first casting holes 2-1, and the first sealing plate 20 is tightly pressed on the top surface of the prefabricated ground beam 2 by sleeving the nuts on the top of the first embedded steel bars 1-1, so that the assembly between the prefabricated independent foundation 1 and the prefabricated ground beam 2 can be completed, the assembly method is convenient and fast, the structure is simple, and the integrity and the safety of the assembly of the prefabricated independent foundation 1 and the prefabricated ground beam 2 are ensured by adopting the dry-wet connection combination mode, the connection cost can be reduced.
During practical use, the number of the first embedded steel bars 1-1 is 2-4, and the number of the first embedded steel bars 1-1 and the arrangement mode of the first embedded steel bars 1-1 are determined according to the number of the prefabricated ground beams 2 required to be installed on the independent foundation 1.
Step three, hoisting the prefabricated bottom plate:
hoisting the prefabricated bottom plate 3 at the bottom layer to enable the plurality of second embedded steel bars 2-2 to penetrate through the plurality of second pouring holes 3-1 one by one;
as shown in fig. 4, in this embodiment, a plurality of second embedded bars 2-2 are embedded at the top end of a prefabricated ground beam 2, a second pouring hole 3-1 for the second embedded bar 2-2 to pass through is formed in a prefabricated bottom plate 3, a third pouring hole 4-1 for the second embedded bar 2-2 to pass through and match with the second pouring hole 3-1 is formed at the bottom of a prefabricated shear wall 4, when in actual use, first, the second embedded bars 2-2 sequentially pass through the second pouring hole 3-1 and the third pouring hole 4-1, high-strength grouting material is filled into the second pouring hole 3-1 and the third pouring hole 4-1 to be connected, then, a second sealing plate 20 is installed at the top of the third pouring hole 4-1, and the second sealing plate 20 is tightly pressed on the bottom surface of the abdicating groove 4-6 by sleeving nuts on the top of the second embedded bars 2-2, and then, blocking the abdicating grooves 4-6 by using mortar, thereby completing the assembly among the prefabricated ground beam 2, the prefabricated bottom plate 3 and the prefabricated shear wall 4, and ensuring the reliability and safety of the assembly among the prefabricated ground beam 2, the prefabricated bottom plate 3 and the prefabricated shear wall 4 by a dry-wet combination connection mode.
In the embodiment, the receding groove 4-6 is formed in the side surface of the prefabricated shear wall 4, so that the third pouring hole 4-1 does not need to penetrate through the whole prefabricated shear wall 4, the third pouring hole 4-1 only needs to penetrate from the bottom of the prefabricated shear wall 4 to the position of the receding groove 4-6, the purpose of filling the high-strength grouting material into the second pouring hole 3-1 and the third pouring hole 4-1 is achieved by using the receding groove 4-6, and the operation is simple.
Step four, hoisting the prefabricated shear wall, which comprises the following steps:
step 401, hoisting the prefabricated shear wall 4, and connecting the prefabricated shear wall 4, the prefabricated bottom plate 3 and the prefabricated ground beam 2 into a whole:
firstly, hoisting a prefabricated shear wall 4, enabling a plurality of second embedded steel bars 2-2 to penetrate through a plurality of third pouring holes 4-1 one by one, filling high-strength grouting materials into the second pouring holes 3-1 and the third pouring holes 4-1 which are communicated from an abdicating groove 4-6, installing a second sealing plate 20 at the top of the third pouring hole 4-1, pressing the second sealing plate 20 on the bottom surface of the abdicating groove 4-6 by sleeving nuts at the tops of the second embedded steel bars 2-2, and then plugging the abdicating groove 4-6 by mortar;
step 402, connecting the plurality of prefabricated shear walls 4, wherein according to the installation positions of the prefabricated shear walls 4, the connection forms of the plurality of prefabricated shear walls 4 in the horizontal direction are divided into a linear type, an L type and a T type:
when the connection form between two adjacent prefabricated shear walls 4 in the horizontal direction is a straight line type, the specific connection method comprises the following steps: firstly, connecting the transverse linear steel bars 4-4 extending out of the side surfaces of two adjacent prefabricated shear walls 4 into a whole one by one; secondly, pointing and leveling the abutted seams between two adjacent prefabricated shear walls 4 by using anti-crack mortar to form an anti-crack mortar layer 11; then, inserting additional steel bars 12 into the first concrete pouring cavity 8 along the height direction of the precast shear wall 4; then, pouring micro-expansion concrete into the first concrete pouring cavity 8;
when the connection form between two adjacent prefabricated shear walls 4 in the horizontal direction is an L-shape, the specific connection method comprises the following steps: firstly, corresponding transverse U-shaped steel bars 4-5 extending out of the side surfaces of two adjacent prefabricated shear walls 4 one by one; secondly, pointing and leveling the abutted seams between two adjacent prefabricated shear walls 4 by using anti-crack mortar to form an anti-crack mortar layer 11; then, inserting additional steel bars 12 into the second concrete pouring cavity 9 along the height direction of the precast shear wall 4; then, pouring micro-expansion concrete into the second concrete pouring cavity 9;
when the connection form between the three prefabricated shear walls 4 in the horizontal direction is T-shaped, the specific connection method comprises the following steps: firstly, corresponding transverse U-shaped steel bars 4-5 extending out of the side surfaces of three prefabricated shear walls 4 arranged in a T shape one by one; secondly, pointing and leveling the abutted seams between two adjacent prefabricated shear walls 4 by using anti-crack mortar to form an anti-crack mortar layer 11; then, inserting additional steel bars 12 into the third concrete pouring cavity 10 along the height direction of the precast shear wall 4; then, pouring micro-expansion concrete into the third concrete pouring cavity 10;
in this embodiment, as shown in fig. 1, the connection forms among the plurality of prefabricated shear walls 4 in the structural system are divided into a linear type, an L type and a T type, and in the actual use process, a proper prefabricated shear wall 4 and a proper connection form need to be selected according to the difference of the installation position of each prefabricated shear wall 4;
as shown in fig. 5, when the connection form between two adjacent precast shear walls 4 in the horizontal direction is a linear type, first notches 4-2 are respectively formed at two end portions of the two precast shear walls 4, the two first notches 4-2 are oppositely arranged to form a first concrete pouring cavity 8, when the precast shear wall is actually used, one end of each transverse linear steel bar 4-4 inside the precast shear wall 4 is exposed, the exposed ends of the transverse linear steel bars 4-4 inside the two precast shear walls 4 are firstly butted into a whole, then an additional steel bar 12 is arranged in the center of the first concrete pouring cavity 8 in a penetrating manner, and then micro-expansion concrete is poured into the first concrete pouring cavity 8.
As shown in fig. 6, when the connection form between two adjacent precast shear walls 4 in the horizontal direction is L-shaped, two ends of each of the two precast shear walls 4 are provided with a second gap 4-3, the two second gaps 4-3 are oppositely arranged to form a second concrete pouring cavity 9, when in actual use, the U-shaped ends of the transverse U-shaped steel bars 4-5 inside the precast shear walls 4 are exposed, the U-shaped exposed ends of the transverse U-shaped steel bars 4-5 inside the two precast shear walls 4 arranged in the L-shape are firstly butted into a whole in a staggered manner, the U-shaped exposed ends of the two transverse U-shaped steel bars 4-5 form a steel bar ring, then an additional steel bar 12 is inserted through the center of the second concrete pouring cavity 9, and then micro-expansion concrete is poured into the second concrete pouring cavity 9, so that the connection is reliable, the operation is simple, and the cost is low.
As shown in fig. 7, when the connection form between the three precast shear walls 4 in the horizontal direction is T-shaped, wherein the two ends of the two precast shear walls 4 are provided with third gaps 4-7, one precast shear wall 4 has flat ends, and the two third gaps 4-7 and the precast shear wall 4 with flat ends are oppositely arranged to form a third concrete pouring cavity 10, in actual use, the U-shaped ends of the transverse U-shaped steel bars 4-5 inside the three precast shear walls 4 are exposed, the U-shaped exposed ends of the transverse U-shaped steel bars 4-5 inside the three precast shear walls 4 arranged in the T-shape are firstly butted into a whole in a staggered manner, then an additional steel bar 12 is inserted through the center of the third concrete pouring cavity 10, and then micro-expansive concrete is poured into the third concrete pouring cavity 10, the connection is reliable, the operation is simple, the cost is low.
In actual use, after the proper prefabricated shear walls 4 are selected and connected, closed cast-in-place concrete pouring cavities can be formed between every two adjacent prefabricated shear walls 4 or between every two adjacent prefabricated shear walls 4, so that templates do not need to be additionally erected at horizontal joints between every two adjacent prefabricated shear walls 4 or between every two adjacent prefabricated shear walls 4, and labor and time are saved.
In the embodiment, the additional steel bars 12 are arranged in the centers of the first concrete pouring cavity 8, the second concrete pouring cavity 9 or the third concrete pouring cavity 10 in a penetrating mode, the steel bars do not need to be bound on site, construction is efficient and rapid, the connection form is simple, the connection operation is simple and easy to implement, and construction is efficient and rapid.
Step five, hoisting the precast beam:
firstly, hoisting a precast beam 5, and erecting two ends of the precast beam 5 on two precast shear walls 4 which are oppositely arranged; secondly, erecting additional longitudinal ribs 13 in rows at the top of the precast shear wall 4 and the top of the precast beam 5; then, additional stirrups 14 are sleeved on the additional longitudinal ribs 13 in rows;
as shown in fig. 8, in this embodiment, the precast beam end extending ribs 5-1 are embedded in the end portions of the precast beams 5, the additional longitudinal ribs 13 are erected in rows on the top portions of the precast shear walls 4 and the top portions of the precast beams 5, the additional longitudinal ribs 13 are sleeved with the additional hoop ribs 14 in rows, concrete is cast in situ on the precast beams 5 and the precast shear walls 4 to form cast-in-situ concrete layers 15, and the precast beams 5 and the precast shear walls 4 are connected by wet connection.
Step six, hoisting the prefabricated floor slab:
hoist precast floor slab 6, according to precast floor slab 6's mounted position, precast floor slab 6's connected mode divide into three kinds of circumstances: the connection between two adjacent prefabricated floor slabs 6 in the same plane; the prefabricated floor slab 6 is connected with the prefabricated shear wall 4; the connection between the precast beam 5 and the precast floor slab 6;
when two adjacent precast floor slabs 6 in the same plane are assembled, a precast floor slab horizontal embedded steel plate 6-1 for horizontal connection is arranged on the precast floor slab 6, a plurality of anchoring steel bars 6-2 are arranged on one side of the precast floor slab horizontal embedded steel plate 6-1, and the precast floor slab horizontal embedded steel plates 6-1 of the two adjacent precast floor slabs 6 in the same plane are connected into a whole by utilizing a first welding plate 16;
when the precast floor slab 6 and the precast shear wall 4 are assembled, the top of the precast shear wall 4 is provided with a precast shear wall horizontal embedded steel plate 4-8, and the precast floor slab vertical embedded steel plate 6-3 and the precast shear wall horizontal embedded steel plate 4-8 are connected into a whole by using a second welding plate 17;
when the precast beam 5 and the precast floor slab 6 are assembled, a precast floor slab vertical embedded steel plate 6-3 for vertical connection is arranged on the precast floor slab 6, a precast beam horizontal embedded steel plate 5-2 is arranged on the top surface of the precast beam 5, and the precast floor slab vertical embedded steel plate 6-3 and the precast beam horizontal embedded steel plate 5-2 are connected into a whole by using a third welding plate 18;
as shown in fig. 10, 11 and 12, the first welding plate 16 is a straight welding plate, and the second welding plate 17 and the third welding plate 18 are both right-angle welding plates.
During actual use, the two adjacent prefabricated floors 6 are horizontally arranged, namely the two horizontal embedded steel plates 6-1 of the two prefabricated floors are also horizontally arranged, and during actual use, after the two horizontal embedded steel plates 6-1 of the two prefabricated floors are aligned, the flat welding plate covers the joint of the two horizontal embedded steel plates 6-1 of the two prefabricated floors, and the upper surfaces of the flat welding plate and the upper surfaces of the two adjacent prefabricated floors 6 are flush, so that the purpose of connecting the two horizontal embedded steel plates 6-1 of the two prefabricated floors into a whole by using the flat welding plate is achieved, and the flat welding device is simple to operate and good in using effect.
When the precast floor slab 6 is assembled with the precast shear wall 4, the vertical pre-buried steel plate 6-3 of the precast floor slab is perpendicular to the horizontal pre-buried steel plate 4-8 of the precast shear wall, so that when the second welding plate 17 adopts a right-angle welding plate, the vertical pre-buried steel plate 6-3 of the precast floor slab is conveniently welded and connected with the horizontal pre-buried steel plate 4-8 of the precast shear wall, and the using effect is good; when the precast floor slab 6 is assembled with the precast beam 5, the vertical pre-buried steel plate 6-3 of the precast floor slab is perpendicular to the horizontal pre-buried steel plate 5-2 of the precast beam, so that when the second welded plate 17 adopts a right-angle welded plate, the vertical pre-buried steel plate 6-3 of the precast floor slab is conveniently welded and connected with the horizontal pre-buried steel plate 5-2 of the precast beam, and the using effect is good;
step seven, connecting the precast beam, the precast shear wall and the precast floor slab by cast-in-place concrete:
after the prefabricated floor slab 6 and the prefabricated shear wall 4 are assembled in the sixth step, a first pouring seam is formed between the prefabricated floor slab 6 and the prefabricated shear wall 4; after the prefabricated beam 5 and the prefabricated floor slab 6 are assembled in the sixth step, a second pouring seam is formed between the prefabricated beam 5 and the prefabricated floor slab 6; after the prefabricated beam 5 and the prefabricated shear wall 4 are assembled in the fifth step, a third pouring seam is formed between the prefabricated beam 5 and the prefabricated shear wall 4; and the first pouring seam, the second pouring seam and the third pouring seam are communicated, concrete is cast in situ into the first pouring seam, the second pouring seam and the third pouring seam to form a cast-in-situ concrete layer 15, and after the cast-in-situ concrete layer 15 is solidified, hoisting construction of a next layer of concrete shear wall structure is carried out.
In this embodiment, when pouring concrete to first pouring chamber and second pouring intracavity, need insert additional reinforcing bar 12 at the central point of first pouring seam and second pouring seam, need not on-spot ligature reinforcing bar, the construction is high-efficient swift, and the connected form is simple, compares with the coincide floor and the coincide roof beam that adopt among the prior art, does not need a large amount of concrete of cast in situ, and construction speed is fast, can shorten the time limit for a project, reduces engineering cost.
In this embodiment, in the first step, after the hoisting of the prefabricated independent foundation 1 to the installation position is completed, the actual elevation of the prefabricated independent foundation 1 should be rechecked, and when the actual elevation of the prefabricated independent foundation 1 is lower than the designed elevation of the prefabricated independent foundation 1, the leveling cushion blocks 7 with different thicknesses are adopted to level the prefabricated independent foundation 1, so that the actual elevation of the prefabricated independent foundation 1 is equal to the designed elevation of the prefabricated independent foundation 1.
In the third step, before the prefabricated floor slab 3 at the bottom layer is hoisted, leveling cushion blocks 7 with different thicknesses are adopted to level the prefabricated ground beam 2 hoisted in the second step.
As shown in fig. 3 and 4, in this embodiment, leveling pads 7 are disposed between the top surface of the prefabricated independent foundation 1 and the bottom surface of the prefabricated ground beam 2, and between the top surface of the prefabricated ground beam 2 and the bottom surface of the prefabricated bottom plate 3.
During actual use, the leveling cushion blocks 7 are arranged between the top surface of the prefabricated independent foundation 1 and the bottom surface of the prefabricated ground beam 2 and between the top surface of the prefabricated ground beam 2 and the bottom surface of the prefabricated bottom plate 3, so that the installation accuracy of the prefabricated ground beam 2 and the prefabricated bottom plate 3 is guaranteed, and the operation is simple.
In actual use, firstly, the prefabricated independent foundation 1, the prefabricated ground beam 2, the prefabricated bottom plate 3, the prefabricated shear wall 4, the prefabricated beam 5 and the prefabricated floor slab 6 are produced in a prefabricated factory, then, the prefabricated independent foundation 1, the prefabricated ground beam 2, the prefabricated bottom plate 3, the prefabricated shear wall 4, the prefabricated beam 5 and the prefabricated floor slab 6 are transported to a construction site for full-assembly type construction, the prefabrication rate of the common assembly type integral concrete structure is generally not more than 50%, the prefabrication rate of structural members in the structural system can reach more than 95%, only a very small amount of wet operation is performed in site construction, the problems of low assembly rate and large site wet operation amount of the common assembly type concrete structure are solved, the construction efficiency can be greatly improved, and the construction period is greatly shortened.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (4)
1. A construction method of a low-rise fully-assembled concrete shear wall structure system comprises a prefabricated independent foundation (1), a prefabricated ground beam (2) arranged on the prefabricated independent foundation (1), a prefabricated bottom plate (3) arranged on the prefabricated ground beam (2), a prefabricated shear wall (4) vertically arranged on the prefabricated bottom plate (3), a prefabricated beam (5) erected between two oppositely-arranged prefabricated shear walls (4) and a prefabricated floor slab (6) laid on the prefabricated shear wall (4) and the prefabricated beam (5), wherein first embedded steel bars (1-1) are embedded in the top end of the prefabricated independent foundation (1), first pouring holes (2-1) for the first embedded steel bars (1-1) to pass through are formed in two ends of the prefabricated ground beam (2), a plurality of second embedded steel bars (2-2) are embedded in the top end of the precast ground beam (2), a second pouring hole (3-1) for the second embedded steel bars (2-2) to pass through is formed in the precast bottom plate (3), a third pouring hole (4-1) for the second embedded steel bars (2-2) to pass through and matched with the second pouring hole (3-1) is formed in the bottom of the precast shear wall (4), and a abdicating groove (4-6) is formed in the side surface of the precast shear wall (4); the connection form of the plurality of prefabricated shear walls (4) in the horizontal direction is divided into a linear type, an L type and a T type, when the connection form of two adjacent prefabricated shear walls (4) in the horizontal direction is the linear type, two end parts of the two prefabricated shear walls (4) are respectively provided with a first notch (4-2), and the two first notches (4-2) are oppositely arranged to form a first concrete pouring cavity (8); when the connection form between two adjacent prefabricated shear walls (4) in the horizontal direction is L-shaped, two end parts of the two prefabricated shear walls (4) are respectively provided with a second notch (4-3), and the two second notches (4-3) are oppositely arranged to form a second concrete pouring cavity (9); when the three prefabricated shear walls (4) are connected in a T shape in the horizontal direction, third gaps (4-7) are formed in two end portions of two prefabricated shear walls (4), one prefabricated shear wall (4) is provided with a flat end portion, and a third concrete pouring cavity (10) is formed by the two third gaps (4-7) and the flat end portion of one prefabricated shear wall (4); the end of precast beam (5) is pre-buried to have precast beam embedded horizontal reinforcement (5-1), additional longitudinal reinforcement (13) have been set up in a row at the top of precast shear wall (4) and the top of precast beam (5), the in a row cover is equipped with additional stirrup (14) on additional longitudinal reinforcement (13), cast in situ concrete forms cast in situ concrete layer (15), its characterized in that on precast beam (5) and precast shear wall (4): the construction method comprises the following steps:
step one, hoisting a prefabricated independent foundation:
after foundation treatment and measurement paying-off are completed, hoisting the prefabricated independent foundation (1) to a mounting position;
step two, hoisting the prefabricated ground beam:
firstly, hoisting a prefabricated ground beam (2) to enable a first embedded steel bar (1-1) to penetrate through a first pouring hole (2-1); then, filling the first pouring hole (2-1) with high-strength grouting material; finally, a first sealing plate (19) is installed at the top of the first pouring hole (2-1), and the first sealing plate (19) is tightly pressed on the top surface of the prefabricated ground beam (2) by sleeving a nut on the top of the first embedded steel bar (1-1);
step three, hoisting the prefabricated bottom plate:
hoisting the prefabricated bottom plate (3) at the bottom layer, and enabling a plurality of second embedded steel bars (2-2) to penetrate through a plurality of second pouring holes (3-1) one by one;
step four, hoisting the prefabricated shear wall, which comprises the following steps:
step 401, hoisting the prefabricated shear wall (4), and connecting the prefabricated shear wall (4), the prefabricated bottom plate (3) and the prefabricated ground beam (2) into a whole:
firstly, hoisting a prefabricated shear wall (4), enabling a plurality of second embedded steel bars (2-2) to penetrate through a plurality of third pouring holes (4-1) one by one, filling high-strength grouting materials into the second pouring holes (3-1) and the third pouring holes (4-1) which are communicated from the abdicating grooves (4-6), installing second closing plates (20) at the tops of the third pouring holes (4-1), pressing the second closing plates (20) on the bottom surfaces of the abdicating grooves (4-6) by sleeving nuts at the tops of the second embedded steel bars (2-2), and then plugging the abdicating grooves (4-6) by mortar;
step 402, connecting the plurality of prefabricated shear walls (4), wherein according to the installation positions of the prefabricated shear walls (4), the connection forms of the plurality of prefabricated shear walls (4) in the horizontal direction are divided into a linear type, an L type and a T type:
when the connection form between two adjacent prefabricated shear walls (4) in the horizontal direction is a straight line type, the specific connection method comprises the following steps: firstly, connecting transverse linear steel bars (4-4) extending out of the side surfaces of two adjacent prefabricated shear walls (4) into a whole one by one; secondly, crack-resistant mortar pointing and leveling are adopted at the seam splicing position between two adjacent prefabricated shear walls (4) to form a crack-resistant mortar layer (11); then, inserting additional steel bars (12) into the first concrete pouring cavity (8) along the height direction of the precast shear wall (4); then, pouring micro-expansion concrete into the first concrete pouring cavity (8);
when the connection form between two adjacent prefabricated shear walls (4) in the horizontal direction is L-shaped, the specific connection method comprises the following steps: firstly, corresponding transverse U-shaped steel bars (4-5) extending out of the side surfaces of two adjacent prefabricated shear walls (4) one by one; secondly, crack-resistant mortar pointing and leveling are adopted at the seam splicing position between two adjacent prefabricated shear walls (4) to form a crack-resistant mortar layer (11); then, inserting additional steel bars (12) into the second concrete pouring cavity (9) along the height direction of the prefabricated shear wall (4); then, pouring micro-expansion concrete into the second concrete pouring cavity (9);
when the connection form between the three prefabricated shear walls (4) in the horizontal direction is T-shaped, the specific connection method comprises the following steps: firstly, corresponding transverse U-shaped steel bars (4-5) extending out of the side surfaces of three prefabricated shear walls (4) which are arranged in a T shape one by one; secondly, crack-resistant mortar pointing and leveling are adopted at the seam splicing position between two adjacent prefabricated shear walls (4) to form a crack-resistant mortar layer (11); then, inserting additional steel bars (12) into the third concrete pouring cavity (10) along the height direction of the precast shear wall (4); then, pouring micro-expansion concrete into the third concrete pouring cavity (10);
step five, hoisting the precast beam:
firstly, hoisting a precast beam (5), and erecting two ends of the precast beam (5) on two precast shear walls (4) which are oppositely arranged; secondly, additional longitudinal ribs (13) are erected in rows at the top of the prefabricated shear wall (4) and the top of the prefabricated beam (5); then, additional stirrups (14) are sleeved on the additional longitudinal ribs (13) in rows;
step six, hoisting the prefabricated floor slab:
hoist precast floor slab (6), according to the mounted position of precast floor slab (6), the connected mode of precast floor slab (6) is divided into three kinds of circumstances: the connection between two adjacent prefabricated floor slabs (6) in the same plane; the prefabricated floor slab (6) is connected with the prefabricated shear wall (4); the prefabricated beam (5) is connected with the prefabricated floor slab (6);
when two adjacent precast floor slabs (6) which are positioned in the same plane are assembled, a precast floor slab horizontal embedded steel plate (6-1) for horizontal connection is arranged on the precast floor slab (6), a plurality of anchoring steel bars (6-2) are arranged on one side of the precast floor slab horizontal embedded steel plate (6-1), and the precast floor slab horizontal embedded steel plates (6-1) of the two adjacent precast floor slabs (6) which are positioned in the same plane are connected into a whole by utilizing a first welding plate (16);
when the precast floor slab (6) and the precast shear wall (4) are assembled, a horizontal precast steel plate (4-8) of the precast shear wall is arranged at the top of the precast shear wall (4), and the vertical precast steel plate (6-3) of the precast floor slab and the horizontal precast steel plate (4-8) of the precast shear wall are connected into a whole by a second welding plate (17);
when the precast beam (5) and the precast floor slab (6) are assembled, a precast floor slab vertical embedded steel plate (6-3) for vertical connection is arranged on the precast floor slab (6), a precast beam horizontal embedded steel plate (5-2) is arranged on the top surface of the precast beam (5), and the precast floor slab vertical embedded steel plate (6-3) and the precast beam horizontal embedded steel plate (5-2) are connected into a whole by using a third welding plate (18);
step seven, connecting the precast beam, the precast shear wall and the precast floor slab by cast-in-place concrete:
after the prefabricated floor slab (6) and the prefabricated shear wall (4) are assembled in the sixth step, a first pouring seam is formed between the prefabricated floor slab (6) and the prefabricated shear wall (4); after the prefabricated beam (5) and the prefabricated floor slab (6) are assembled in the sixth step, a second pouring seam is formed between the prefabricated beam (5) and the prefabricated floor slab (6); after the prefabricated beam (5) and the prefabricated shear wall (4) are assembled in the fifth step, a third pouring seam is formed between the prefabricated beam (5) and the prefabricated shear wall (4); and the first pouring seam, the second pouring seam and the third pouring seam are communicated, concrete is poured into the first pouring seam, the second pouring seam and the third pouring seam in situ to form a cast-in-situ concrete layer (15), and after the cast-in-situ concrete layer (15) is solidified, hoisting construction of a next layer of concrete shear wall structure is carried out.
2. A method of constructing a low-rise fully-assembled concrete shear wall structural system according to claim 1, wherein: leveling cushion blocks (7) are arranged between the top surface of the prefabricated independent foundation (1) and the bottom surface of the prefabricated ground beam (2) and between the top surface of the prefabricated ground beam (2) and the bottom surface of the prefabricated bottom plate (3).
3. A method of constructing a low-rise fully-assembled concrete shear wall structural system according to claim 2, wherein: in the first step, after the prefabricated independent foundation (1) is hoisted to the installation position, the actual elevation of the prefabricated independent foundation (1) is rechecked, and when the actual elevation of the prefabricated independent foundation (1) is lower than the design elevation of the prefabricated independent foundation (1), leveling pads (7) with different thicknesses are adopted to level the prefabricated independent foundation (1), so that the actual elevation of the prefabricated independent foundation (1) is equal to the design elevation of the prefabricated independent foundation (1).
4. A method of constructing a low-rise fully-assembled concrete shear wall structural system according to claim 2, wherein: and in the third step, before the prefabricated floor slab (3) at the bottom layer is hoisted, leveling cushion blocks (7) with different thicknesses are adopted to level the prefabricated ground beam (2) hoisted in the second step.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810836644.2A CN108951870B (en) | 2018-07-26 | 2018-07-26 | Construction method of low-rise fully-assembled concrete shear wall structure system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810836644.2A CN108951870B (en) | 2018-07-26 | 2018-07-26 | Construction method of low-rise fully-assembled concrete shear wall structure system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108951870A CN108951870A (en) | 2018-12-07 |
| CN108951870B true CN108951870B (en) | 2020-04-17 |
Family
ID=64463341
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810836644.2A Active CN108951870B (en) | 2018-07-26 | 2018-07-26 | Construction method of low-rise fully-assembled concrete shear wall structure system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108951870B (en) |
Families Citing this family (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107700676B (en) * | 2017-09-20 | 2023-11-10 | 中国建筑股份有限公司 | Dry-method connection plate type structural system and construction method thereof |
| CN109667337B (en) * | 2019-01-17 | 2024-01-05 | 徐州中煤汉泰建筑工业化有限公司 | Prefabricated concrete structure for assembled building and construction method thereof |
| CN109944321A (en) * | 2019-04-23 | 2019-06-28 | 北京盛世建业科技有限公司 | Assembled architecture and assembled architecture construction method |
| CN110374204A (en) * | 2019-08-09 | 2019-10-25 | 昌大建筑科技有限公司 | Detachable concrete mobile house |
| CN110439116A (en) * | 2019-08-09 | 2019-11-12 | 昌大建筑科技有限公司 | Concrete assembles dry construction linked system entirely |
| CN113266075A (en) * | 2021-06-03 | 2021-08-17 | 鞍山三冶建筑工程有限公司 | Bolt connection full-precast concrete prefabricated house and construction method thereof |
| CN114809726A (en) * | 2022-02-24 | 2022-07-29 | 三能集成房屋股份有限公司 | Fully-assembled building and assembling method thereof |
| CN115354889B (en) * | 2022-07-20 | 2023-11-03 | 广州城建职业学院 | Air football court of assembled building structure with sponge function |
| CN115262751B (en) * | 2022-08-31 | 2024-04-02 | 陕西建筑产业投资集团有限公司 | Construction method of low-layer assembled concrete structure system |
| CN115405019B (en) * | 2022-09-19 | 2024-05-14 | 中建正大科技有限公司 | Concrete connecting structure and mounting method thereof |
| CN115419190B (en) * | 2022-09-30 | 2023-11-03 | 重庆渝发建设有限公司 | Construction method of cast-in-place concrete combined structure of superposed wall |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3500727A1 (en) * | 1985-01-11 | 1986-07-17 | Friedel 6460 Gelnhausen Frischmuth | Prefabricated room unit which comprises floor slabs, ceiling and wall panels, can be dismantled and assembled repeatedly and the wall panels of which are connected in a positively locking manner by coupling means |
| CN102061803B (en) * | 2010-11-26 | 2012-05-23 | 清华大学建筑设计研究院 | Shear wall structure building based on cross-hole prefabricated reinforced concrete template and construction method thereof |
| CN103603362A (en) * | 2013-12-06 | 2014-02-26 | 王睿敏 | Prefabricated independent foundation and construction method thereof |
| CN105696706B (en) * | 2016-02-04 | 2019-07-12 | 中清大科技股份有限公司 | A kind of plug-in type assembled house |
| CN207376945U (en) * | 2017-08-25 | 2018-05-18 | 姚攀峰 | A kind of concrete prefabricated wallboard of steel bar girder and structural system |
| CN108252405B (en) * | 2018-03-30 | 2024-02-20 | 郑勤民 | Prefabricated steel-concrete cavity shear wall assembled building and construction method thereof |
-
2018
- 2018-07-26 CN CN201810836644.2A patent/CN108951870B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN108951870A (en) | 2018-12-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108951870B (en) | Construction method of low-rise fully-assembled concrete shear wall structure system | |
| CN108951869B (en) | Low-rise fully-assembled concrete shear wall structure system | |
| CN103388357B (en) | Shatter-proof, prefabricated steel tube shear Temperature Variation In Buildings of Mixed Structures thing | |
| CN113123629B (en) | Prestressed reinforcement construction method for section Liang Zengda after column pulling of existing structure | |
| CN108301545A (en) | A kind of big module overlapping contignation of the assembled with space truss temporary support | |
| CN112502714B (en) | Assembled shaft barrel structure and design and construction method | |
| CN114319977B (en) | Steel pipe concrete row column type connection precast shear wall structure and construction method | |
| CN111502080A (en) | Steel-concrete composite structure frame-cast-in-place concrete shear wall structure system | |
| CN209227836U (en) | Prefabricated concrete structure wall-column all steel is keyed structure | |
| CN113026993B (en) | Assembly type combined connecting beam window opening component, structure and manufacturing and construction method | |
| CN108104310B (en) | Assembled frame shear structure column staggered connection structure and assembling method | |
| CN109281422A (en) | Prefabricated concrete structure wall-column all steel key connection structure and assembling method | |
| CN212534652U (en) | Steel-concrete composite structure frame-cast-in-place concrete shear wall structure system | |
| CN113718753A (en) | Anchorage underground diaphragm wall foundation assembled type mid-partition wall and construction method | |
| CN113073540A (en) | Pile-beam integrated fully-prefabricated assembled bridge substructure, bridge and construction method thereof | |
| CN210031897U (en) | Fan foundation and wind generating set | |
| CN217151462U (en) | Precast shear wall structure is connected to steel pipe concrete row column formula | |
| CN214739012U (en) | Assembled double-connecting-beam combined shear wall component and connecting structure thereof | |
| CN115262637A (en) | Subway station platform board assembled structure system | |
| CN105926820B (en) | Construction method for precast beam steel support plate resistance mesh combined floor | |
| CN203475599U (en) | Shock-proof prefabricated building of steel tube shearing wall composite structure | |
| CN207998964U (en) | The assembled floorslab with bars of reserved anchor hole and horse tooth trough overlap edge construction | |
| CN112112057A (en) | Assembly type combined bridge pier connecting system and construction method thereof | |
| CN106869403B (en) | Multilayer prefabricated square steel pipe concrete connecting beam | |
| CN113026994B (en) | Assembly type double-connecting-beam combined shear wall component, structure and manufacturing and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |