CN218061030U - Integrally-assembled reinforced concrete structure - Google Patents

Abstract

The utility model discloses an assembled integral reinforced concrete structure, which comprises a prefabricated beam and a prefabricated vertical component, wherein the prefabricated vertical component comprises a beam-vertical component node area and a prefabricated vertical component main body which are integrally prefabricated together; the upper prefabricated vertical component and the lower prefabricated vertical component are connected through the post-pouring section of the vertical component; the end part of the precast beam is connected with a beam-vertical member node area of the precast vertical member through a beam post-pouring section; the post-cast section of the vertical member is positioned between the floor layers and above the beam-vertical member node area; the prefabricated floor slab is characterized by further comprising an assembled floor slab, wherein the assembled floor slab is at least one of a steel bar truss floor bearing plate, a laminated slab and a prefabricated slab and is arranged on the prefabricated beam. The utility model provides an integral reinforced concrete structure of assembly has reduced the degree of difficulty of concrete member design deepening, factory production and site operation, has improved concrete structure's assembly rate, realizes the assembly construction of beam slab column wall.

Description

Integrally-assembled reinforced concrete structure

Technical Field

The utility model relates to a reinforced concrete beam column structure field especially relates to an assemble integral reinforced concrete structure.

Background

The reinforced concrete assembly type is a trend of industry development, and the common practice at present comprises prefabricated columns, prefabricated shear walls, composite beams and composite plates. The characteristics are summarized as follows: post-casting a node area of the beam column and post-casting an edge restraining member of the shear wall; post-casting the upper part of the superposed beam; the prefabricated columns are connected with longitudinal stressed steel bars of the prefabricated shear wall through grouting sleeves; and binding the upper longitudinal stressed steel bars of the beam on site. By the method, the factory prefabrication and field assembly construction of four main structural components, namely the beam, the plate, the column and the shear wall, are realized. But there are significant pain point problems:

(1) The longitudinal stressed steel bars of the prefabricated columns and the prefabricated shear wall are connected by grouting sleeves, but a grouting compactness detection method of the grouting sleeves is not mature, so that the reliability of grouting quality is greatly disputed in the industry.

In order to solve the problem, the relevant specifications recommend a method for connecting the prefabricated column and the longitudinal stressed steel bars of the prefabricated shear wall by using the extrusion sleeve, and engineering practice also verifies the feasibility of the extrusion sleeve construction process, but because the beam column node area needs to be cast in situ, the connection position of the steel bar extrusion sleeve of the prefabricated column can only be selected at the beam column node area or the position close to the floor above the node area. When the extrusion sleeve is arranged in the node area, the extrusion sleeve is far away from a constructed floor during extrusion construction, and the construction difficulty is high; when the extrusion sleeve is arranged above the node area and is close to the floor, the extrusion sleeve is constructed after the floor beam plate structure is finished, and no construction operation space is caused because the extrusion sleeve is close to the floor. Therefore, the extrusion sleeve can not be popularized and applied in actual engineering although the problem of grouting compactness is well avoided, and the grouting sleeve is almost completely used in the current project.

In order to solve the problem of steel bar connection, cage mould structures are developed in recent years, the problem of steel bar connection between prefabricated columns and prefabricated shear walls is solved, the cage mould structures are high in cost, the cast-in-place amount of concrete on site is large, only the effect of saving templates is achieved, and the prefabrication rate of the concrete is low.

(2) The longitudinal stress steel bars at the lower part of the superposed beam seriously collide with the longitudinal stress steel bars of the prefabricated column in the installation process. Because post-cast areas of beam column joint areas have limited space, particularly under the condition that the periphery of the column is provided with the superposed beams, longitudinal stress steel bars at the lower parts of the superposed beams cannot be in butt joint connection in the joint areas, and the adopted anchor plates cause serious collision of the steel bars in the joint areas.

In order to solve the problem, the longitudinal steel bars of the column are generally arranged at four corners of the column in a centralized manner, but the situation that the difference between the prefabricated structural design and the cast-in-place design is too large and is inconsistent with the structural design method mature in the industry is generated. And the problems that the stirrup in the node area is difficult to install and the anchor plates of the stressed steel bars on the lower part of the superposed beam collide with each other still exist.

In order to solve the problem of steel bar collision of the laminated beam, some projects adopt cast-in-place beams, and although the calculation of the assembly rate is not influenced, the original purpose of development of an assembly type is violated.

(3) When the prefabricated columns and the reinforcing steel bars of the prefabricated shear wall are connected by grouting sleeves, the upper prefabricated columns and the lower prefabricated columns and the upper prefabricated shear wall cannot form a safe structural system before the grouting material reaches the strength, and a large amount of construction support is needed to fix the prefabricated columns and the prefabricated shear wall; the lower reinforcing steel bars of the superposed beams are placed in the beam-column joint area, and the beam columns cannot form a safe structure system in the construction process, so that a large number of construction measures are required for fixing the superposed beams. In summary, the current concrete structure assembly method cannot quickly and automatically form a stable system like a steel structure in the construction process, which is a big disadvantage of the concrete structure assembly method.

In order to solve the problem, beam column joints are made into steel structures in some projects, the problem that the structures quickly and automatically form a stable system in the construction process is solved, but the steel structures have the problem of fire prevention, the later maintenance cost is high, the use on residential projects is not facilitated, and the combination of the steel structure joints and reinforced concrete prefabricated members is high in cost and immature in theory and practice.

Comprehensive analysis shows that the prior reinforced concrete prefabricated structure and the beam-column joint area adopt cast-in-place, although meeting the standard requirements of the prior assembled integral structure, the prior prefabricated integral structure has three outstanding problems: the compactness of the grouting sleeve cannot be effectively detected, the collision of beam-column reinforcing steel bars is serious, and a stable system cannot be quickly formed in the construction of prefabricated parts. And the cage mould assembly type system only partially solves the problem of the compactness of the grouting sleeve and does not solve the other two problems. The combination of steel structure joints and reinforced concrete prefabricated members, while solving the three problems described above, creates a fire-resistant problem and is not the best solution.

Just because there are a lot of problems in the prefabricated reinforced concrete structure system, the reinforced concrete structure assembly construction can not be promoted rapidly, even if various encouragement policies are provided all over the country, the assembly construction is still in the situation of forced popularization, and few projects actively adopt the assembly construction.

SUMMERY OF THE UTILITY MODEL

The utility model aims at providing an assemble integral reinforced concrete structure has reduced the degree of difficulty of concrete member design deepening, factory production and site operation, has improved concrete structure's assembly rate and prefabricated rate, realizes the assembly construction of beam slab column wall.

In order to realize the aim, the utility model provides an assembled integral reinforced concrete structure, which comprises a prefabricated beam and a prefabricated vertical component, wherein the prefabricated vertical component comprises a beam-vertical component node area and a prefabricated vertical component main body which are integrally prefabricated together; the upper prefabricated vertical component and the lower prefabricated vertical component are connected through the post-pouring section of the vertical component; the end part of the precast beam is connected with a beam-vertical member node area of the precast vertical member through a beam post-pouring section; the post-cast section of the vertical member is positioned between the floor layers and above the beam-vertical member joint area.

As a further improvement of the present invention, the prefabricated vertical member includes at least one of a prefabricated column and a prefabricated shear wall; the prefabricated column comprises a beam-column joint area and a prefabricated column main body which are integrally prefabricated together; the prefabricated shear wall comprises a beam-shear wall joint area and a prefabricated shear wall main body which are integrally prefabricated together.

As a further improvement of the utility model, the precast beams comprise precast main beams and precast secondary beams; the prefabricated main beam comprises a main beam node area and a main beam main body which are integrally prefabricated together, and the end part of the prefabricated secondary beam is connected with the main beam node area and the secondary beam node area of the prefabricated main beam through a secondary beam post-pouring section; the prefabricated main beam is characterized in that longitudinal secondary beam stressed steel bars are pre-embedded in the prefabricated secondary beam, longitudinal secondary beam stressed steel bars are pre-embedded in a primary and secondary beam joint area of the prefabricated main beam, and the ends of the longitudinal secondary beam stressed steel bars of the prefabricated secondary beam and the primary and secondary beam joint area are both positioned in a secondary beam post-pouring section and are connected through at least one of an extrusion sleeve, a threaded sleeve and welding.

As a further improvement of the present invention, the vertical stress reinforcing steel bar of the beam is pre-embedded in the precast beam, the vertical stress reinforcing steel bar of the beam is pre-embedded in the beam-vertical member node area of the precast vertical member, and the vertical stress reinforcing steel bar ends of the precast beam and the beam-vertical member node area are both located in the post-beam pouring section and connected through at least one of the modes of extruding sleeve, threaded sleeve and welding.

As a further improvement of the utility model, column vertical stressed steel bars are pre-embedded in the prefabricated columns and are vertically arranged; the vertical atress reinforcing bar tip of pre-buried post of upper and lower adjacent precast post all is located post-cast section and connects through at least one of them mode of extrusion sleeve, threaded sleeve and welding.

As a further improvement of the utility model, the prefabricated vertical component comprises a prefabricated shear wall, and vertical steel bars are pre-embedded in the prefabricated shear wall; the end parts of vertical steel bars with the diameter larger than or equal to 16mm in the upper prefabricated shear wall and the lower prefabricated shear wall are positioned in the rear pouring section of the shear wall and are connected in at least one mode of extruding a sleeve, screwing a sleeve and welding; the vertical steel bar ends with the diameter smaller than 16mm of the upper prefabricated shear wall and the lower prefabricated shear wall are located in the rear pouring section of the shear wall and are connected through steel bar lap joints.

As a further improvement, the prefabricated shear wall comprises a whole prefabricated edge component and a shear wall body.

As the utility model discloses a further improve, when the shear force wall size is great to lead to the component transportation installation difficulty, divide into the precast shear force wall that quantity is two at least, water the section through perpendicular after between the adjacent precast shear force wall and connect, the pre-buried horizontal reinforcement tip of horizontal adjacent precast shear force wall all is located and waters the section after perpendicular and just through reinforcing bar ring anchor overlap joint.

As a further improvement of the utility model, the utility model also comprises a floor slab; the floor slab is an assembly type floor slab, and the assembly type floor slab is at least one of a steel bar truss floor bearing plate, a laminated slab and a prefabricated slab; the fabricated floor slab is connected with the precast beam and the precast shear wall in a post-pouring mode.

As a further improvement, the assembled floor is steel bar truss building carrier plate, and steel bar truss building carrier plate passes through the peg and is connected with the pre-buried steel sheet welded connection on both of the side joist that is located precast beam, precast shear wall.

As a further improvement of the utility model, the fabricated floor is a laminated slab or a prefabricated slab provided with floor embedded steel bars, and the floor is arranged on a precast beam and a side joist of a precast shear wall; the embedded steel bars of the laminated slab or the precast slab are connected with the embedded steel bars on the precast beam and the precast shear wall or bolts arranged on the embedded nuts in a lap joint manner; the laminated slab or the precast slab is connected with the precast beam and the precast shear wall through a post-cast floor slab.

As a further improvement of the utility model, the side edge of the precast shear wall is provided with a side joist, and the side joist is at least one of reinforced concrete and steel structure; the reinforced concrete side joist is integrally prefabricated with the prefabricated shear wall.

Advantageous effects

Compared with the prior art, the utility model discloses an assemble integral reinforced concrete structure's advantage does:

1. the problem of the difficult assurance of grout sleeve construction quality is solved. The joint area of the beam-vertical member is integrally prefabricated with the vertical member, the post-cast strip of the vertical member is arranged at a position where the stress between floors is small and the construction operation is convenient, and an extrusion sleeve or a welding technology is used for replacing a grouting sleeve, so that the problem that the grouting compactness cannot be effectively detected is thoroughly solved.

2. The problem of reinforcing bar collision is solved. The node area of the beam-vertical member is integrally prefabricated with the vertical member, so that the problem that the beam steel bars in the node area collide with the steel bars of the vertical member is thoroughly solved. The full-section precast beam is adopted to replace a superposed beam, the steel bar truss floor bearing plate, the superposed slab and the precast slab are arranged on the beam surface of the precast beam, and the problem of beam slab steel bar collision is also solved.

3. The problem of the prefab fast becomes stable system by oneself is solved. In the work progress, after extrusion sleeve or welded connection were accomplished to the vertical atress reinforcing bar between precast beam, the prefabricated vertical member, prefab itself forms stable structural system immediately to can bear the load in the work progress, similar steel construction installation saves a large amount of construction temporary fixation measures.

4. The problem of prefabrication rate low is solved. Edge components of a shear wall of a conventional reinforced concrete assembly type structure are not prefabricated, a beam-vertical component node area is not prefabricated, only one part of a superposed beam is prefabricated, the structural prefabrication rate is usually only 20-40%, and the prefabrication rate can reach over 90% through the innovative structural segmentation and connection method.

5. The problem of high cost is solved. The conventional assembly type construction has the condition that a large number of cast-in-place structures and assembly structures are used together, so that the problem of superposition of cast-in-place measure cost and assembly measure cost is caused. And the investment of cast-in-place measures is reduced by an innovative structural segmentation and connection method. In addition, the size standardization degree of the prefabricated member is also improved, the repeated utilization rate of a prefabricated member template can be greatly improved through the modular design, and the cost of the prefabricated member is reduced.

6. The problem of slow progress is solved, because the condition that a large amount of cast-in-place structures and assembly structures are used together exists in conventional assembly type construction, the construction steps are multiple, and the process is long. The fully-assembled construction method reduces cast-in-place structures, lowers construction difficulty, simplifies construction procedures and flow and shortens construction period.

7. The problem of deepening the design complicacy is solved. The reinforcing bar configuration of structural design such as roof beam, post, shear force wall can be equal to cast-in-place completely, and deepening design work significantly reduces, has solved deepening design complicacy, reinforcing bar arrangement and the great problem of cast-in-place structural difference.

Need explain very much, the utility model discloses a precast beam replaces superposed beam, and steel bar truss building carrier plate, superimposed sheet, prefabricated plate setting are on the roof beam face, and this is different with the way of conventional superposed beam + superimposed sheet, also is different with cast in situ concrete's way, and the quantity of concrete has the increase of certain degree, and the clear height of structure at the bottom of the beam reduces about 100 ~ 150mm. But for 7 advantages above-mentioned, these two shortcomings can be accepted, and net height can also be solved through increasing the roof beam width, consequently, the utility model discloses have very big engineering practical meaning.

The invention will become more apparent from the following description when taken in conjunction with the accompanying drawings which illustrate embodiments of the invention.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.

FIG. 1 is a schematic diagram of a prefabricated vertical structure, a post-cast section of a prefabricated beam and connection;

FIG. 2 is a schematic diagram of post-cast sections and connections of prefabricated main beams and prefabricated secondary beams;

FIG. 3 is a schematic view showing the connection of precast beams and steel bar truss floor decks;

FIG. 4 is a second schematic view showing the connection of precast beams and steel bar truss floor decks;

FIG. 5 is one of the connection diagrams of the precast beam and the laminated slab;

FIG. 6 is a second schematic view showing the connection of precast girders and composite slabs;

FIG. 7 is a third schematic view showing the connection of precast girders and laminated slabs;

FIG. 8 is one of the connection diagrams of precast beams and precast slabs;

FIG. 9 is a second schematic view showing the connection of precast beams and precast slabs;

FIG. 10 is a third schematic view showing the connection of precast girders and precast slabs;

FIG. 11 is a schematic view showing the connection of the precast shear wall and the steel bar truss floor deck;

fig. 12 is a second schematic view illustrating connection of the precast shear wall and the steel bar truss floor deck;

FIG. 13 is a schematic view of the connection of the precast shear wall and the laminated slab;

FIG. 14 is a schematic view showing the connection of prefabricated shear walls and prefabricated panels;

FIG. 15 is a schematic view showing the connection of prefabricated columns and steel bar truss floor decks;

FIG. 16 is a schematic view showing the connection of prefabricated columns and laminated slabs;

FIG. 17 is a schematic view showing the connection of precast columns and precast slabs.

Detailed Description

Embodiments of the present invention will now be described with reference to the accompanying drawings.

Example 1

The utility model discloses what case 1 described is the embodiment of frame shear wall structure + steel bar truss building carrier plate. As shown in fig. 1, fig. 2, fig. 3, fig. 4, fig. 11, fig. 12, and fig. 15, the present invention describes an assembled monolithic reinforced concrete structure, which includes a precast beam 5, wherein the precast beam 5 includes a precast main beam 101 and a precast secondary beam 102. The prefabricated vertical member 1 comprises a beam-vertical member node area and a vertical member main body which are integrally prefabricated together. The upper prefabricated vertical components and the lower prefabricated vertical components are connected through the vertical component post-pouring sections 2. The end part of the precast beam 5 is connected with the beam-vertical member node area of the precast vertical member 1 through a beam post-pouring section 6. The prefabricated main beam 101 includes a main and a sub beam node area and a main beam body integrally prefabricated together. The end of the prefabricated secondary beam 102 is connected with the primary and secondary beam node area of the prefabricated main beam 101 through a secondary beam post-cast section 103. The vertical member post-pouring section 2 is positioned between the floor layers, and the vertical member post-pouring section 2 is positioned above the beam-vertical member node area. Specifically, the height of 0.5 to 1.5 meters from the floor surface of the floor is a suitable position of the post-cast section 2 of the vertical member. The prefabricated vertical member 1 includes at least one of a prefabricated column and a prefabricated shear wall 18. The prefabricated column includes a beam-column joint area and a column body that are integrally prefabricated together. The precast shear wall 18 includes a beam-shear wall node region and a precast shear wall body that are integrally precast together.

One of the key points of the full-assembly structure is the arrangement of the post-pouring section, the post-pouring section needs to be arranged at a proper position of the structure, the stress is reasonable, the existing structural design habit is considered, and the factory production difficulty, the field installation difficulty, the cost and the construction period are considered. Therefore, the post-cast section of the vertical member is arranged at a position which has small interlayer stress and is convenient for construction operation, and the prefabricated vertical member 1 keeps continuous at the position of the beam-vertical member node area and continuous at the position of a floor. And arranging post-cast sections of the prefabricated main beam 101 at positions, close to beam column nodes, of two ends of the prefabricated main beam 101. And arranging post-cast sections of the prefabricated secondary beams 102 at positions, close to primary and secondary beam nodes of the main beam, at two ends of the prefabricated secondary beams 102. When the plane size of the shear wall is larger, a vertical post-pouring belt is arranged in the middle of the shear wall, and the shear wall is divided into two or more prefabricated shear walls.

The second key point of the fully assembled structure is the connection of prefabricated components, and the connection of main structural bearing components of the frame shear wall system comprises 4 conditions: and the upper prefabricated column and the lower prefabricated column, the upper prefabricated shear wall and the lower prefabricated shear wall 18, the prefabricated beam 5 and the prefabricated vertical component 1, and the prefabricated main beam 101 and the prefabricated secondary beam 102 are connected. Through adopting the reinforcing bar location steel sheet, guarantee that the pre-buried vertical atress reinforcing bar mutual positioning of two prefabs is accurate, reuse extrusion sleeve 4's mode, with vertical atress reinforcing bar one-to-one connection, after the atress reinforcing bar connection, beam column has formed safe structure system in the work progress, can reduce the construction measure. And then pouring the post-cast section by using high-performance concrete such as self-compacting concrete, steel fiber concrete and the like or common concrete to complete the connection of the prefabricated parts.

The third key point of the full assembly structure is the connection of the assembly type floor slab, the precast beam and the precast shear wall. The fabricated floor slab can adopt three common fabricated products of a steel bar truss floor bearing plate 8, a laminated slab 11 and a prefabricated slab 16. In order to solve the problems of installation in place of the steel bar truss floor bearing plate 8, the laminated slab 11 and the prefabricated slab 16 and collision of steel bars of a beam plate in the construction process, the steel bars of the floor slab are separated from the steel bars of the beam plate and the steel bars of the shear wall, the floor bearing plate, the laminated slab and the prefabricated slab are installed on the surface of the prefabricated beam or the side beam supporting surface of the shear wall, and the installation in place difficulty of floor slab components is reduced.

In this embodiment, as shown in fig. 1, three connection methods of the upper and lower precast columns, the upper and lower precast shear walls 18, the precast beam 5, and the precast vertical member 1 are illustrated. Vertical stressed reinforcing steel bars 3 of the vertical members are pre-embedded in the prefabricated vertical members 1, and the vertical stressed reinforcing steel bars 3 of the vertical members penetrate through the prefabricated vertical members from top to bottom. The end parts of the vertical stressed steel bars 3 of the upper and lower adjacent prefabricated vertical components are positioned in the post-pouring section 2 of the vertical component and are connected through at least one of the modes of an extrusion sleeve 4, a threaded sleeve and welding. The precast beam 5 is embedded with a beam longitudinal stress reinforcing steel bar 7, and the beam longitudinal stress reinforcing steel bar 7 comprises an upper reinforcing steel bar and a lower reinforcing steel bar. The beam-vertical member joint area of the prefabricated vertical member 1 is pre-embedded with horizontally arranged beam longitudinal stress steel bars 7, and the ends of the beam longitudinal stress steel bars 7 of the prefabricated vertical member 1 and the prefabricated beam 5 are both positioned in the post-beam casting section 6 and connected through the extrusion sleeve 4.

In addition, when the prefabricated vertical component 1 is the prefabricated shear wall 18, vertical reinforcing steel bars are embedded in the prefabricated shear wall 18, and the end parts of the vertical reinforcing steel bars with the diameter larger than or equal to 16mm of the upper prefabricated shear wall and the lower prefabricated shear wall 18 are positioned in the post-pouring section 2 of the vertical component and connected through the extrusion sleeve 4. Vertical steel bars with the diameter smaller than 16mm of the upper prefabricated shear wall 18 and the lower prefabricated shear wall are connected in the post-cast section of the shear wall in a lap joint mode.

The prefabricated shear wall 18 comprises an edge member and a shear wall body which are integrally prefabricated together. When the plane size of the shear wall is larger, the number of the prefabricated shear walls 18 is at least two, the prefabricated shear walls are transversely arranged, and the adjacent prefabricated shear walls 18 are connected through vertical post-pouring sections. The end parts of the pre-buried horizontal steel bars of the transverse adjacent precast shear walls 18 are positioned in the vertical post-pouring section and are connected through steel bar lap joints.

In this embodiment, as shown in fig. 2, a connection method of a prefabricated main beam 101 and a prefabricated secondary beam 102 is illustrated. The prefabricated main beam 101 comprises a main beam node area and a main beam main body which are integrally prefabricated together, and the end part of the prefabricated secondary beam 102 is connected with the main beam node area and the secondary beam node area of the prefabricated main beam through a secondary beam post-pouring section. The longitudinal secondary beam stressed steel bars 104 are pre-embedded in the prefabricated secondary beam 102, the longitudinal secondary beam stressed steel bars 104 are pre-embedded in the primary and secondary beam node area of the prefabricated main beam 101, and the ends of the longitudinal secondary beam stressed steel bars 104 of the prefabricated secondary beam and the primary and secondary beam node area are both positioned in the secondary beam post-pouring section 103 and are connected through at least one of the modes of extruding the sleeve 4, screwing the sleeve and welding.

In this embodiment, as shown in fig. 3, an example of how to connect the steel bar truss floor deck and the precast beam is illustrated. The floor is steel bar truss building carrier plate 8, and the both sides of precast beam 5 all have steel bar truss building carrier plate 8. Be equipped with pre-buried steel sheet 9 on precast beam's the roof beam face, after steel bar truss building carrier plate 8 was installed in precast beam top, welded the peg 10 on pre-buried steel sheet 9, after peg 10 was connected with steel bar truss building carrier plate 8, to steel bar truss building carrier plate 8 concreting, realize floor and precast beam 5's being connected.

In this embodiment, as shown in fig. 4, an example of how to connect the steel bar truss floor deck and the precast beam is illustrated. The floor is steel bar truss building carrier plate 8, and precast beam 5 is for being close to the boundary beam of outer wall, and 5 only one side of precast beam are equipped with steel bar truss building carrier plate 8. In order to ensure the waterproof effect of the side beam position, one side of the precast beam 5 is provided with an embedded steel plate, and the other side is provided with an L-shaped embedded steel bar 13. The vertical section of the embedded steel bar 13 is embedded in the precast beam 5, the other end of the embedded steel bar 13 extends into the cast-in-place concrete area of the steel bar truss floor bearing plate 8, and after the binding of the rest steel bars of the floor slab is finished, concrete is poured finally, so that the connection between the floor slab and the precast beam 5 is realized.

In this embodiment, as shown in fig. 11, an implementation of connecting the steel bar truss floor slab and the shear wall is illustrated. The prefabricated vertical component 1 is a prefabricated shear wall 18, one side of the prefabricated shear wall 18 is provided with a side joist 19, and the side joist 19 is of a reinforced concrete structure or a steel structure. When the side joist 19 is of a reinforced concrete structure, the side joist and the prefabricated shear wall 18 are prefabricated together, and the top of the side joist 19 is provided with a prefabricated beam surface embedded steel plate 9. After 8 installation backs on the side joist of steel bar truss building carrier plate, welding peg 10 on pre-buried steel sheet 9 realizes that steel bar truss building carrier plate is fixed with being connected of side joist, guarantees the safety of steel bar truss building carrier plate in the work progress. One end of the embedded steel bar 13 is embedded in the precast shear wall 18, and the other end of the embedded steel bar extends into a cast-in-place concrete area of the steel bar truss floor support plate 8. And after the binding of other steel bars of the floor slab is finished, pouring concrete on the steel bar truss floor bearing plate 8 to realize the connection of the floor slab and the prefabricated shear wall.

In this embodiment, as shown in fig. 12, an example of connecting the steel bar truss floor deck and the shear wall is illustrated. The prefabricated vertical component 1 is a prefabricated shear wall 18, one side of the prefabricated shear wall 18 is provided with a side joist 19, and the side joist 19 is of a reinforced concrete structure or a steel structure. When the side joists 19 are steel structures, the side joists are angle steels 23, or channel steels, or other types of steel structures. After 8 installation backs on the side joist of steel bar truss building carrier plate, welding peg 10 on angle steel 23 realizes that steel bar truss building carrier plate is fixed with being connected of side joist, guarantees the safety of steel bar truss building carrier plate in the work progress. One end of the embedded steel bar 13 is embedded in the precast shear wall 18, and the other end of the embedded steel bar extends into a cast-in-place concrete area of the steel bar truss floor support plate 8. And after the binding of other steel bars of the floor slab is finished, pouring concrete on the steel bar truss floor bearing plate 8 to realize the connection of the floor slab and the prefabricated shear wall. Because the steel structure side joist is a permanent stress component, corresponding fire prevention measures need to be taken, and the safety of the structure is ensured.

In this embodiment, as shown in fig. 15, a situation that the steel bar truss floor deck is connected to the precast column is illustrated. An embedded nut 15 is embedded in one side of the prefabricated column, one end of a bolt 21 is inserted into the embedded nut 15 and screwed, and the other end of the bolt extends into a cast-in-place concrete area on the steel bar truss floor bearing plate 8. After the binding of the rest steel bars of the floor slab is finished, concrete is poured on the steel bar truss floor bearing plate 8, and the floor slab is connected with the prefabricated columns 22.

In addition, when the structural style is frame construction + steel bar truss floor carrier plate, or shear wall construction + steel bar truss floor carrier plate, can refer to embodiment 1 completely.

Example 2

The difference from embodiment 1 is that this embodiment describes an embodiment of a frame shear wall structure + laminated slab.

As shown in fig. 5, the difference from embodiment 1 is that the floor slab is a laminated slab 11. The lower ends of the embedded steel bars 13 are embedded in the precast beams 5, and the upper ends of the embedded steel bars protrude upwards out of the precast beams 5 and extend into the cast-in-situ layer of the laminated slab. And after the steel bars in the cast-in-place layer of the laminated slab are installed, pouring concrete into the cast-in-place layer of the laminated slab 11 to realize the connection of the floor slab and the precast beam.

As shown in fig. 6, the difference from fig. 5 is that the top of the precast beam 5 is provided with an embedded nut 15, one end of a bolt 21 is inserted into the embedded nut 15 and tightened, and the other end of the bolt extends into the cast-in-place layer of the laminated slab 11. And after the steel bars on the laminated slab are installed, pouring concrete into the cast-in-place layer of the laminated slab 11 to realize the connection of the floor slab and the precast beam. The method reduces the number of embedded steel bars of the precast beam, improves the production efficiency of the precast beam and reduces the production cost of the precast beam.

As shown in fig. 7, it is different from fig. 5 in that the precast girders have a laminated slab only on one side. The lower ends of the embedded steel bars 13 are embedded in the precast beams, the upper ends of the embedded steel bars upwards protrude out of the precast beams 5 and extend into the cast-in-situ layer of the composite slab, and concrete is poured into the cast-in-situ layer on the upper portion of the composite slab 11, so that the floor slab is connected with the precast beams.

As shown in fig. 13, the difference from embodiment 1 is that the floor slab is a laminated slab 11, the shear wall itself and the side joists 19 of the shear wall are provided with embedded bars 13, and the embedded bars 13 extend into the cast-in-place layer of the laminated slab. And pouring concrete into the cast-in-place layer of the laminated slab 11 to realize the connection between the floor slab and the prefabricated shear wall.

As shown in fig. 16, the difference from embodiment 1 is that the floor slab is a laminated slab 11. One side of the prefabricated column 22 is embedded with an embedded nut 15. One end of the bolt 21 is inserted into the embedded nut 15 and tightened, and the other end extends into the cast-in-place layer on the laminated slab 11. And pouring concrete to the cast-in-place layer of the composite slab 11 to realize the connection between the floor slab and the precast column 22.

In addition, when the structural form is a frame structure + laminated slab, or a shear wall structure + laminated slab, embodiment 2 can be fully referred to.

Example 3

The difference from the embodiment 1 is that the embodiment describes an embodiment of a frame shear wall structure + precast slab.

As shown in fig. 8, the difference from embodiment 1 is that the floor slab is a prefabricated slab 16, and a prefabricated slab reinforcement 17 is provided on the prefabricated slab 16. The top of precast beam 5 is pre-buried with embedded bar 13, and embedded bar 13 one end is buried precast beam 5, and the post-cast strip of precast slab is stretched into to the other end. And pouring concrete into the post-cast strip of the precast slab to realize the connection of the precast slab and the precast beam 5.

As shown in fig. 9, the difference from fig. 8 is that the top of the precast beam 5 is embedded with an embedded nut 15, one end of a bolt 21 is inserted into the embedded nut 15 and tightened, and the other end extends into the post-cast strip of the precast slab 16. And pouring concrete into the post-cast strip of the precast slab to realize the connection of the precast slab and the precast beam. The method reduces the number of the embedded steel bars of the precast beam, improves the production efficiency of the precast beam and reduces the production cost of the precast beam.

As shown in fig. 10, the difference from fig. 8 is that the precast girders 5 are side girders near the outer wall, and only one side of the precast girders 5 has precast slabs. The top of the precast beam 5 is embedded with embedded steel bars 13, and the upper parts of the embedded steel bars 13 penetrate out of the beam surface of the precast beam 5 and extend into the post-cast strip of the precast slab. And pouring concrete into the post-cast strip of the precast slab to realize the connection of the precast slab and the precast beam 5.

As shown in fig. 14, the difference from embodiment 1 is that the floor slab is a prefabricated slab 16, and the prefabricated slab 16 is installed on the side joists. The embedded steel bars 13 are embedded in the precast shear wall 18 and the side joists 19, extend into the precast slab post-cast strip, and pour concrete into the precast slab post-cast strip, so that the precast slab and the precast shear wall 18 are connected.

As shown in fig. 17, the difference from embodiment 1 is that an L-shaped adaptor 20 is provided. The L-shaped adaptor 20 is connected to the precast slab 16 at one end thereof and to the precast column 22 by means of bolts.

In addition, when the structure is in the form of a frame structure + prefabricated panels, or a shear wall structure + prefabricated panels, reference can be made to example 3 entirely.

In the above embodiment, the construction process considerations for assembling the integral reinforced concrete structure are as follows:

the installation and connection of the upper and lower prefabricated columns and the upper and lower prefabricated shear walls 18 are completed first. The upper prefabricated column 22 and the lower prefabricated column 22 are connected with the reinforcing steel bars of the prefabricated shear wall 18 through the extrusion sleeves, and the prefabricated members adopt reinforcing steel bar positioning steel plates in the production process, so that the relative positions of the stressed reinforcing steel bars of the post-cast section are completely consistent, and the construction convenience and the construction quality of the extrusion sleeves are ensured. After the upper and lower prefabricated columns and the steel bars of the post-cast section of the prefabricated shear wall 18 are connected, the encrypted stirrups are installed, the formwork is erected, and after the self-compacting concrete is poured, the upper and lower prefabricated columns and the prefabricated shear wall 18 form a whole.

When the extrusion sleeve is installed, the prefabricated column is adjusted to be installed in place, so that the vertical stressed steel bar end of the upper prefabricated column and the vertical stressed steel bar end of the lower prefabricated column are in accordance with the standard requirement from the central position of the sleeve. When the vertical stressed steel bars of the prefabricated columns and the prefabricated shear wall 18 are too long due to construction errors, the vertical stressed steel bars are cut on site, and the fact that the end heads of the vertical stressed steel bars are away from the center of the sleeve to meet the standard requirements is guaranteed. When the vertical stressed steel bars of the precast columns and the precast shear walls 18 are short due to construction errors, the length errors of the precast columns and the precast shear walls 18 can be eliminated by increasing the lengths of the extrusion sleeves, so that the precast columns and the precast shear walls 18 are installed in place to meet the design requirements.

The prefabricated components of the upper prefabricated column and the upper prefabricated shear wall 18 are arranged into inclined planes at the post-pouring section, so that the construction quality of post-pouring concrete is ensured.

When the plane size of the shear wall is large, the transportation and installation of components are difficult, and the installation of the steel bar extrusion sleeve is difficult, a vertical post-pouring belt is arranged in the middle of the shear wall, the shear wall is divided into at least two prefabricated shear walls, and after the prefabricated shear walls are respectively positioned and installed, the vertical post-pouring belt is poured.

After the upper and lower columns of the whole floor and the prefabricated shear wall 18 are installed, the prefabricated beam is installed. The post-cast sections of the precast beams are disposed at the ends of the beams near the columns and the precast shear walls 18. The vertical atress reinforcing bar of precast beam and precast column, the vertical atress reinforcing bar of the pre-buried roof beam of prefabricated shear wall 18 pass through the reinforcing bar location steel sheet, and accurate counterpoint back adopts the extrusion sleeve to connect. After the extrusion sleeve construction is completed, the beam and the vertical component form a complete stress system, and the safety during construction is ensured.

The precast beam comprises a precast main beam and a precast secondary beam. And after the prefabricated main beam is installed, installing the secondary beam.

And after the post-cast section steel bars of the precast beam are connected, installing the encrypted stirrups, supporting a formwork, and pouring self-compacting concrete or common concrete.

When the extrusion sleeve 4 is installed, the installation position of the precast beam is adjusted, so that the position of the end of the longitudinal stressed steel bar of the precast beam away from the center of the extrusion sleeve meets the standard requirement. When the longitudinal length of the precast beam is longer due to construction errors, the method for cutting the longitudinal stressed steel bar on site is adopted to ensure that the position of the end of the longitudinal stressed steel bar, which is far away from the center of the sleeve, meets the standard requirement. When the length of the longitudinal stressed steel bar of the precast beam is short due to construction errors, the length error of the precast beam can be eliminated by increasing the length of the extrusion sleeve, so that the precast beam is installed in place and meets the design requirements.

When the two vertical directions of the column are both in beam lap joint, longitudinal stress steel bars in the two directions of the beam are avoided in the vertical direction, and the longitudinal stress steel bars in the direction with larger stress are preferentially arranged in consideration of the height level of the beam top to be flushed. Or adopt another scheme, adopt the perforation steel member of customization, two direction roof beam reinforcing bars are to wearing to arrange when making things convenient for the precast column.

And after the concrete pouring of the post-cast strip of the prefabricated columns, the prefabricated shear walls 18, the prefabricated main beams and the prefabricated secondary beams of the whole floor is finished, the construction of the floor slab is started. When adopting steel bar truss building carrier plate, steel bar truss building carrier plate direct mount is on precast beam, the 18 side joist of precast shear wall, then welds the cant chisei on the pre-buried steel sheet of precast beam and side joist face for steel bar truss building carrier plate and precast beam, the reliable connection of precast shear wall 18 guarantee the safety in the work progress. And after the reinforcement of other floor slabs on the steel bar truss floor bearing plate is finished, pouring concrete, and finishing the construction of the whole floor.

And the beam slab joint is ensured to meet the stress calculation requirement by arranging the additional steel bar.

After the steel bar truss floor bearing plate is installed, one row, two rows or more rows of studs can be welded on the precast beam and the side beam supporting surface.

When only pre-buried reinforcing bar on precast beam, the side hold in the palm the beam surface, when not pre-buried steel sheet, steel bar truss building carrier plate overlap joint is on the beam surface, increases the support at the bottom of steel bar truss building carrier plate, ensures construction safety.

When the composite slab is adopted, the composite slab is directly arranged on the precast beam and the side beam supporting surface, and the support is additionally arranged at the bottom of the composite slab, so that the construction safety is ensured. And pre-embedding steel bars on the surfaces of the precast beam and the side joist, or arranging an embedded nut, binding upper-layer steel bars of the laminated slab, pouring concrete, forming the laminated slab, the beam and the precast shear wall 18 into a whole, and finishing the construction of the whole floor.

When the prefabricated slab is adopted, the prefabrication rate of the whole structural system can be greatly improved. The precast slabs are directly arranged on the precast beams and the side supporting beam surfaces, and supports are additionally arranged at the bottoms of the precast slabs, so that the construction safety is ensured. And (3) arranging floor post-cast strips on the precast beams and the side joist surfaces, completing pouring of the post-cast strips after the pre-cast steel bars of the precast slabs are lapped, and completing construction of the whole floor.

At the position that the floor is connected with prefabricated post, when the floor adopted steel bar truss building carrier plate or superimposed sheet, the post side set up the buried nut in, through construction bolt 21, realize being connected of steel bar truss building carrier plate and prefabricated post. When the prefabricated slab is adopted as the floor slab, the prefabricated column is connected with the prefabricated slab through the L-shaped turning piece and the bolt.

And the prefabricated columns, the prefabricated shear walls 18, the prefabricated main beams and the prefabricated secondary beams of the whole floor are installed, and after the floor slab construction is finished, the construction of the previous floor is started.

The present invention has been described above with reference to the preferred embodiments, but the present invention is not limited to the above-disclosed embodiments, and various modifications, equivalent combinations, which are made according to the essence of the present invention, should be covered.

Claims (10)

1. An assembled integral reinforced concrete structure comprises a precast beam (5) and is characterized by also comprising a precast vertical component (1), wherein the precast vertical component (1) comprises a beam-vertical component node area and a precast vertical component main body which are integrally precast together; the upper prefabricated vertical component and the lower prefabricated vertical component (1) are connected through a vertical component post-pouring section (2); the end part of the precast beam (5) is connected with a beam-vertical member node area of the precast vertical member (1) through a beam post-pouring section (6); the post-cast section (2) of the vertical member is positioned between the floor layers and above the beam-vertical member node area.

2. An assembled monolithic reinforced concrete structure according to claim 1, wherein said prefabricated vertical members (1) comprise at least one of prefabricated columns and prefabricated shear walls (18); the precast column comprises a beam-column joint area and a precast column main body which are integrally precast together; the precast shear wall (18) includes a beam-shear wall node region and a precast shear wall body that are integrally precast together.

3. An assembled monolithic reinforced concrete structure according to claim 1, wherein said precast beams (5) comprise precast main beams (101) and precast sub-beams (102); the prefabricated main beam (101) comprises a main and secondary beam node area and a main beam main body which are integrally prefabricated together, and the end part of the prefabricated secondary beam (102) is connected with the main and secondary beam node area of the prefabricated main beam (101) through a secondary beam post-pouring section (103); longitudinal secondary beam stressed steel bars (104) are pre-embedded in the prefabricated secondary beam (102), longitudinal secondary beam stressed steel bars (104) are pre-embedded in a primary and secondary beam node area of the prefabricated main beam (101), and the ends of the longitudinal secondary beam stressed steel bars (104) of the prefabricated secondary beam and the primary and secondary beam node area are located in a secondary beam post-pouring section (103) and are connected through at least one of an extrusion sleeve (4), a threaded sleeve and welding.

4. An assembled integral type reinforced concrete structure according to claim 1 or 3, characterized in that the precast beam (5) is embedded with beam longitudinal stress steel bars (7), the beam-vertical member node area of the precast vertical member (1) is embedded with beam longitudinal stress steel bars (7), and the ends of the beam longitudinal stress steel bars (7) of the precast beam (5) and the beam-vertical member node area are both positioned in the post-beam pouring section (6) and connected through at least one of a squeezing sleeve (4), a threaded sleeve and welding.

5. The assembled monolithic reinforced concrete structure of claim 2, wherein vertical stressed steel bars are embedded in the prefabricated columns; the end parts of the pre-buried vertical stressed steel bars of the upper prefabricated column and the lower prefabricated column are positioned in the post-pouring section of the column and are connected through at least one of the extrusion sleeve (4), the threaded sleeve and the welding.

6. An assembled monolithic reinforced concrete structure according to claim 2, characterized in that said prefabricated vertical members (1) comprise prefabricated shear walls (18), vertical steel bars being embedded in the prefabricated shear walls (18); the end parts of vertical steel bars with the diameter larger than or equal to 16mm in the upper prefabricated shear wall and the lower prefabricated shear wall (18) are positioned in the rear pouring section of the shear wall and are connected in at least one mode of extrusion sleeve (4), threaded sleeve and welding; the vertical steel bar end parts of the upper prefabricated shear wall and the lower prefabricated shear wall, the diameters of which are smaller than 16mm, are positioned in the rear pouring section of the shear wall and are connected through steel bar lap joints.

7. The fabricated integral reinforced concrete structure of claim 1, further comprising a floor slab; the floor slab is an assembly type floor slab, and the assembly type floor slab is at least one of a steel bar truss floor bearing plate (8), a laminated slab (11) and a prefabricated slab (16); the fabricated floor is connected with the precast beam and the precast shear wall (18) in a post-pouring mode.

8. The assembled integral type reinforced concrete structure as claimed in claim 7, wherein the assembled floor slab is a steel bar truss floor support plate (8), the steel bar truss floor support plate (8) is arranged on the precast beam and the side joist (19) of the precast shear wall, and is welded and connected with the embedded steel plates (9) on the precast beam and the side joist (19) of the precast shear wall (18) through the studs (10).

9. The fabricated integral reinforced concrete structure according to claim 7, wherein the fabricated floor slab is a laminated slab (11) or a precast slab (16) provided with floor slab embedded steel bars, and the floor slab is arranged on precast beams and side joists (19) of precast shear walls; the embedded steel bars of the laminated slab (11) or the precast slab (16) are in lap joint with the embedded steel bars (13) on the precast beam and the precast shear wall (18) or bolts arranged on the embedded nuts; the laminated slab (11) or the precast slab (16) is connected with the precast beam and the precast shear wall (18) through a post-cast floor slab.

10. The fabricated integral reinforced concrete structure according to claim 2, wherein the prefabricated shear wall (18) is laterally provided with side joists (19) which are at least one of reinforced concrete and steel structures; the reinforced concrete side joist and the prefabricated shear wall are integrally prefabricated.

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