CN220666645U

CN220666645U - Ribbed steel bar truss concrete close-spliced laminated slab

Info

Publication number: CN220666645U
Application number: CN202321901524.9U
Authority: CN
Inventors: 毕杰刚; 杨晓东; 齐政; 贾平一
Original assignee: Tongyuan Design Group Co ltd
Current assignee: Tongyuan Design Group Co ltd
Priority date: 2023-07-19
Filing date: 2023-07-19
Publication date: 2024-03-26
Anticipated expiration: 2033-07-19

Abstract

The utility model relates to the technical field of civil construction, in particular to a ribbed steel bar truss concrete close-spliced composite slab. A close-packed laminated board comprising: precast slabs, rib beams, steel bar trusses and stressed tendons; the rib girders are arranged along the length direction of the precast slabs, the lower parts of the rib girders are embedded into the precast slabs, the upper parts of the rib girders protrude out of the precast slabs, and the steel bar trusses are arranged between two adjacent rib girders and are parallel to the rib girders; the utility model discloses a prefabricated plate, including prefabricated plate, rib, bearing bar, prefabricated plate, bearing bar, connecting rod and connecting rod, the bearing bar set up in on the prefabricated plate and perpendicular to the rib is arranged, the bearing bar has first end and second end, the prefabricated plate both sides stretch out different length from the rib and make bearing bar second end stretch out prefabricated plate edge, prefabricated plate bearing bar second end and another adjacent prefabricated plate bearing bar first end overlap joint connection. The utility model realizes the support-free, template-free and bidirectional stress performance of the prefabricated part construction.

Description

Ribbed steel bar truss concrete close-spliced laminated slab

Technical Field

The utility model relates to the technical field of civil construction, in particular to a ribbed steel bar truss concrete close-spliced composite slab.

Background

The disclosure of this background section is only intended to increase the understanding of the general background of the utility model and is not necessarily to be construed as an admission or any form of suggestion that this information forms the prior art already known to those of ordinary skill in the art.

The application range of the assembled building is gradually expanded from an overground building to an underground building, and when the underground garage engineering is built by adopting an assembly technology, the beams and the plates of the garage top plate adopt precast concrete members.

Considering factors such as municipal pipeline and view, the garage top generally has thicker earthing layer, and the garage roof needs to consider vehicles and interim heap loading etc. that the load is great. The thickness of the garage top plate is not less than 250mm according to the requirements of the current general waterproof standards for construction and municipal engineering. The common prefabricated components of the floor slab are steel bar truss superimposed sheet, double T-shaped plate, prestressed concrete hollow plate and the like. Due to load limitations, double T-plates and prestressed concrete hollow plates are no longer suitable for use in garage roofs.

When the steel bar truss superimposed sheet is designed according to the bidirectional plate, post-pouring belts are required to be arranged between the superimposed sheets, and templates are required to be independently supported, so that no templates can be formed; if the post-cast strip is cancelled and a close splicing mode is adopted, the floor slab needs to be designed according to a one-way plate. In the construction stage, the steel bar truss superimposed sheet needs to be provided with a support, so that support-free construction cannot be realized, the construction difficulty and the workload of the site are increased, and the construction period is longer.

Disclosure of Invention

Aiming at the defects existing in the prior art, the embodiment of the utility model aims to provide a ribbed steel bar truss concrete closely spliced composite slab, which realizes the support-free, template-free and bidirectional stress performance of prefabricated member construction.

In order to achieve the above object, the embodiment of the present utility model provides the following technical solutions:

a ribbed steel truss concrete close-splice sandwich, comprising: precast slabs, rib beams, steel bar trusses and stressed tendons; the rib girders are arranged along the length direction of the precast slabs, the lower parts of the rib girders are embedded into the precast slabs, the upper parts of the rib girders protrude out of the precast slabs, and the steel bar trusses are arranged between two adjacent rib girders and are parallel to the rib girders; the utility model discloses a prefabricated plate, including prefabricated plate, rib, bearing bar, prefabricated plate, bearing bar, connecting rod and connecting rod, the bearing bar set up in on the prefabricated plate and perpendicular to the rib is arranged, the bearing bar has first end and second end, the prefabricated plate both sides stretch out different length from the rib and make bearing bar second end stretch out prefabricated plate edge, prefabricated plate bearing bar second end and another adjacent prefabricated plate bearing bar first end overlap joint connection.

Preferably, the rib beam is a concrete beam, a bottom rib, a top rib and a stirrup are arranged in the rib beam, the bottom rib is arranged in the precast slab, the top rib is arranged on the precast slab, and the stirrup is wound on the bottom rib and the top rib.

Preferably, at least two rib beams are arranged, and the distance between two adjacent rib beams is not more than 1000mm.

Preferably, the precast slab is internally provided with a slab bottom transverse rib and a slab bottom longitudinal rib, the slab bottom transverse rib is perpendicular to the length direction of the precast slab, the slab bottom longitudinal rib is parallel to the length direction of the precast slab, the precast slab is a rectangular plate, and the distance between the left end edge of the precast slab and the rib beam is greater than the distance between the right end edge of the precast slab and the rib beam.

Preferably, a break is arranged on the upper side of the left end of the precast slab, and a break is also arranged on the upper side of the right end of the precast slab.

Preferably, the top surface of the precast slab is a rough surface.

Preferably, the longitudinal ribs at the bottom of the plate are common ribbed steel bars or prestressed steel bars.

Preferably, when the plate bottom longitudinal bars adopt common ribbed steel bars, the thickness of the prefabricated plate is 50-60 mm, and when the plate bottom longitudinal bars adopt prestressed steel bars, the thickness of the prefabricated plate is 40-50 mm.

One or more technical solutions provided in the embodiments of the present utility model at least have the following technical effects or advantages:

1. the utility model adopts a close-spliced mode to realize the design of the two-way plate, can realize the formwork support-free construction stage, and can effectively reduce the steel consumption of the structure for the characteristic of high load of the garage roof.

2. The utility model can realize support-free construction stage through the rigidity of the rib beam and the steel bar truss.

3. The rib beams are arranged, the precast slabs and the superposed layers form the zigzag joint surfaces, and the connection between the precast components and the cast-in-situ layer is enhanced through the rib beams and the steel bar trusses, so that the shearing resistance of the horizontal interface is enhanced.

Additional aspects of the utility model will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the utility model.

In order to make the above objects, features and advantages of the present utility model more comprehensible, preferred embodiments accompanied with figures are described in detail below.

Drawings

The accompanying drawings, which are included to provide a further understanding of the utility model and are incorporated in and constitute a part of this specification, illustrate embodiments of the utility model and together with the description serve to explain the utility model.

FIG. 1 is a schematic side view of a closely-spliced slab according to an embodiment of the present utility model;

FIG. 2 is a schematic top view of a closely-spliced slab according to an embodiment of the present utility model;

FIG. 3 is a schematic diagram of a cryptographic splice node provided by an embodiment of the present utility model;

fig. 4 is a schematic structural diagram of the stacked cast-in-place concrete according to the embodiment of the present utility model;

in the figure: 1. a prefabricated plate; 2. steel bar truss; 3. a rib beam; 4. the first end of the stress bar; 5. the second end of the stress bar; 6. stirrups; 7. pushing the rib; 8. a bottom rib; 9. transverse ribs at the bottom of the plate; 10. longitudinal ribs at the bottom of the plate; 11. the left end of the precast slab; 12. the right end of the precast slab; 13. laminating layers; 14. overlapping layer steel bars;

the mutual spacing or dimensions are exaggerated for the purpose of showing the positions of the various parts, and the schematic illustrations are used for illustration only.

Detailed Description

It should be noted that the following detailed description is illustrative and is intended to provide further explanation of the utility model. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this utility model belongs.

It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of exemplary embodiments according to the present utility model. As used herein, the singular forms "a," "an," and "the" are intended to include the plural forms as well, unless the utility model clearly indicates otherwise, and it is to be understood that the terms "comprises" and/or "comprising" when used in this specification are taken to specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof.

In order to solve the technical problems mentioned in the background art, the present utility model provides a ribbed steel bar truss concrete closely-spliced composite slab, as shown in fig. 1-3, comprising: precast slab 1, rib beam 3, steel bar truss 2 and stress rib; the rib beams 3 are arranged along the length direction of the precast slab 1, the precast slab 1 and the rib beams 3 form a whole, the lower parts of the rib beams 3 are embedded into the precast slab 1, the upper parts of the rib beams 3 protrude out of the precast slab 1, and the steel bar trusses 2 are arranged between two adjacent rib beams 3 and are parallel to the rib beams 3; the utility model discloses a prefabricated plate, including prefabricated plate 1, rib 3, precast plate 1, the atress muscle set up in on the prefabricated plate 1 and perpendicular to rib 3 arranges, the atress muscle has first end and second end, prefabricated plate 1 both sides stretch out different length from rib 3 and make atress muscle second end 5 (i.e. right-hand member in fig. 1) stretch out prefabricated plate 1 edge, prefabricated plate 1 atress muscle second end 5 and the overlap joint of another adjacent prefabricated plate 1 atress muscle first end 4, overlap joint can be realized to the atress muscle of closely piecing together back prefabricated plate 1 top, realizes the bidirectional stress performance of superimposed sheet, realizes that support, template and bidirectional stress performance are exempted from in prefabricated member construction, promotion building quality and construction speed that can be great reduces construction cost.

The rib beam 3 is a concrete beam, a bottom rib 8, a top rib 7 and a stirrup 6 are arranged in the rib beam 3, the bottom rib 8 is arranged in the precast slab 1, the top rib 7 is arranged on the precast slab 1, the stirrup 6 is wound on the bottom rib 8 and the top rib 7, and the bottom rib 8 and the top rib 7 of the concrete rib beam 3 are calculated and determined according to the bearing capacity of the construction stage components. At least two rib beams 3 are arranged, and the distance between every two adjacent rib beams 3 is not more than 1000mm.

As shown in fig. 1 and 2, a horizontal rib 9 and a vertical rib 10 are disposed in the precast slab 1, the horizontal rib 9 is perpendicular to the length direction of the precast slab 1, the vertical rib 10 is parallel to the length direction of the precast slab 1, the vertical rib 10 is a common ribbed steel bar or a prestressed steel bar, when the vertical rib 10 adopts the common ribbed steel bar, the thickness of the precast slab 1 is 50-60 mm, and when the vertical rib 10 adopts the prestressed steel bar, the thickness of the precast slab 1 is 40-50 mm. The number of the longitudinal ribs 10 at the bottom of the slab is calculated and determined according to the cast-in-situ structure.

As shown in fig. 2, the prefabricated slab 1 is a rectangular slab, two sides of the prefabricated slab 1 extend from the rib beam 3 to different lengths, and the distance between the edge of the left end 11 of the prefabricated slab and the rib beam 3 is greater than the distance between the edge of the right end 12 of the prefabricated slab and the rib beam 3. The left end of the stress bar (namely the first end 4 of the stress bar) is aligned with the edge of the precast slab 1, and the length of the right end of the stress bar (namely the second end 5 of the stress bar) extending out of the edge of the precast slab 1 is not less than the lap joint length of the stress bar.

As shown in fig. 3, a break is provided on the upper side of the left end 11 of the prefabricated plate, and a break is also provided on the upper side of the right end 12 of the prefabricated plate. The left end and the right end of the stress rib are connected in a lap joint mode on the upper side of the precast slab 1 after the precast slab 1 is spliced closely, the V-shaped splicing seams are achieved, and the thickness of a protective layer of the stress rib is guaranteed.

Furthermore, the top surface of the precast slab 1 is a rough surface, so that the adhesive strength of concrete is ensured.

Based on the closely spliced laminated slab, the utility model also provides a garage top plate which is formed by splicing the closely spliced laminated slab, and the stress bars above the closely spliced precast slabs 1 can be in lap joint connection, so that the bidirectional stress performance of the laminated slab is realized. On the closely laminated sheet, there is a lamination layer 13, and the top surface of the lamination layer 13 is higher than the top surface of the rib beam 3.

As shown in fig. 4, the top of the rib beam 3 is overlapped with the superposed layer steel bars 14, concrete is poured to form a concrete superposed layer 13, the concrete strength grade of the closely-spliced laminated slab can be the same as that of the cast-in-place concrete structure, and the closely-spliced laminated slab of the ribbed steel bar truss concrete and the post-cast concrete superposed layer 13 form a garage roof stressed structure together.

As shown in FIG. 4, H is the thickness of the garage roof, H1 is the thickness of the precast slab 1, 50-60 mm can be taken, h1+h2 is the height of the rib beam 3, the height of the rib beam 3 is determined according to the thickness of the garage roof, and H3 is the thickness of the cast-in-situ lamination layer 13 on the upper side of the rib beam 3.

After the ribbed steel bar truss concrete closely spliced superimposed sheet is assembled on site through closely splicing, no construction support is needed below the ribbed steel bar truss concrete closely spliced superimposed sheet, no post-pouring belt is needed between the combined bodies, and no formwork is needed to be supported. After the close assembly, binding plate top steel bars on the top surface of the laminated slab, pouring a post-pouring concrete laminated layer 13, and forming an integral joint stress with the laminated slab.

While the foregoing description of the embodiments of the present utility model has been presented in conjunction with the drawings, it should be understood that it is not intended to limit the scope of the utility model, but rather, it is intended to cover all modifications or variations within the scope of the utility model as defined by the claims of the present utility model.

Claims

1. A ribbed steel truss concrete close-splice composite slab comprising: precast slabs, rib beams, steel bar trusses and stressed tendons;

the rib girders are arranged along the length direction of the precast slabs, the lower parts of the rib girders are embedded into the precast slabs, the upper parts of the rib girders protrude out of the precast slabs, and the steel bar trusses are arranged between two adjacent rib girders and are parallel to the rib girders;

the utility model discloses a prefabricated plate, including prefabricated plate, rib, bearing bar, prefabricated plate, bearing bar, connecting rod and connecting rod, the bearing bar set up in on the prefabricated plate and perpendicular to the rib is arranged, the bearing bar has first end and second end, the prefabricated plate both sides stretch out different length from the rib and make bearing bar second end stretch out prefabricated plate edge, prefabricated plate bearing bar second end and another adjacent prefabricated plate bearing bar first end overlap joint connection.

2. The ribbed steel bar truss concrete multi-spliced composite panel of claim 1, wherein the ribbed beam is a concrete beam, a bottom reinforcement, a top reinforcement and a stirrup are arranged in the ribbed beam, the bottom reinforcement is arranged in the precast slab, the top reinforcement is arranged on the precast slab, and the stirrup is wound on the bottom reinforcement and the top reinforcement.

3. The ribbed steel truss concrete multi-ply composite of claim 1 wherein at least two of said rib beams are provided, the distance between adjacent two of said rib beams being no greater than 1000mm.

4. The ribbed steel bar truss concrete multi-spliced composite panel of claim 1, wherein a transverse rib and a longitudinal rib are arranged in the precast slab, the transverse rib is perpendicular to the length direction of the precast slab, the longitudinal rib is parallel to the length direction of the precast slab, the precast slab is a rectangular plate, and the distance from the left end edge of the precast slab to the rib is greater than the distance from the right end edge of the precast slab to the rib.

5. The ribbed steel bar truss concrete multi-splice composite panel of claim 4, wherein a break is provided on the upper left end of the precast slab and a break is also provided on the upper right end of the precast slab.

6. The ribbed steel bar truss concrete multi-piece composite of claim 4, wherein the top surface of the precast slab is roughened.

7. The ribbed steel truss concrete multi-ply composite of claim 4, wherein said bottom longitudinal bars are plain ribbed bars or prestressed bars.

8. The ribbed steel bar truss concrete multi-spliced composite slab of claim 7, wherein when the slab bottom longitudinal bars adopt ordinary ribbed steel bars, the thickness of the prefabricated slab is 50-60 mm, and when the slab bottom longitudinal bars adopt prestressed steel bars, the thickness of the prefabricated slab is 40-50 mm.