Laminated rib
By integrating a truss upper chord and curved structures into composite bars, the bars enhance their role from mere stiffness providers to active structural support during lifting and reinforcement for poured concrete layers, addressing their functional limitations.
Patent Information
- Application Number
- CN202422133439.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-08-30
- Publication Date
- 2025-07-15
- Estimated Expiration
- 2034-08-30
AI Technical Summary
The existing prestressed overlapping floor slabs have a single function, providing stiffness only during the production and mold lifting of precast concrete floor slabs, and failing to participate in the stress of cast-in-place concrete floor slabs.
A superimposed rib is designed, including a truss upper chord rod and multiple curved structures. The truss upper chord rod is used as the upper steel bar of the cast-in-place concrete floor slab. The bottom of the curved structure is embedded in the precast concrete floor slab, and the function of the superimposed ribs is added to participate in the stress of the cast-in-place concrete floor slab.
The overlapping ribs provide stiffness during the lifting process of precast concrete floor slabs to prevent cracking, and are used as the upper steel bars of cast-in-place concrete floor slabs, which increases the functional diversity of the overlapping ribs and realizes the dual role of the overlapping ribs in precast and cast-in-place concrete floor slabs.
Smart Images
Figure CN223103983U_ABST
Abstract
Description
Technical Field
[0001] This application relates to the technical field of building construction, and particularly to a composite reinforcement bar. Background Art
[0002] A prestressed composite floor slab is a floor structure formed by combining precast concrete floor slabs and cast-in-situ concrete floor slabs. The precast concrete floor slabs are often formed by pre-casting concrete onto the composite reinforcement bars, and after being hoisted by workers and laid, they form the basic floor surface. After laying pipelines on the basic floor surface, the upper reinforcement bars are lapped on the ribs of the precast concrete floor slabs, and finally, concrete is poured onto the precast concrete floor slabs to cover the upper reinforcement bars to form a floor slab on the precast concrete.
[0003] Therefore, the composite reinforcement bars of the existing prestressed composite floor slabs only play a role in providing stiffness to the precast concrete floor slabs to prevent them from cracking during the production, demoulding, and hoisting processes of the precast concrete floor slabs, and do not directly participate in the force-bearing of the cast-in-situ concrete floor slabs. Thus, the functions of the composite reinforcement bars are relatively single. Therefore, there is a problem of single function in the existing composite reinforcement bars. Utility Model Content
[0004] The purpose of this application is to provide a composite reinforcement bar with increased usage functions, which includes a truss upper chord and a plurality of bending structures. The truss upper chord is used as the upper reinforcement bar of the cast-in-situ concrete floor slab. Each of the bending structures includes a first truss web member and a second truss web member. The first truss web member and the second truss web member of the bending structure are connected to each other. Each of the bending structures is connected in sequence. The truss upper chord is connected to the top of each of the bending structures. The bottom of each of the bending structures is used to be embedded in the precast concrete floor slab.
[0005] Optionally, the truss upper chord is a steel bar.
[0006] Optionally, the truss upper chord is a steel pipe.
[0007] Optionally, the lengths of each of the first truss web members and the lengths of each of the second truss web members are the same.
[0008] Optionally, the central axes of each of the first truss web members and the central axes of each of the second truss web members are arranged in the same plane.
[0009] Optionally, the central axis of the truss upper chord and the central axes of each of the first truss web members and the central axes of each of the second truss web members are arranged in the same plane.
[0010] Optionally, the height range of each of the bending structures is ≥90 millimeters and ≤120 millimeters.
[0011] Optionally, the height of each of the bending structures is 110 millimeters.
[0012] Optionally, the width range of each of the bending structures is ≥180 mm and ≤240 mm.
[0013] Optionally, the width of each of the bending structures is 220 mm.
[0014] The beneficial effects of the present application are as follows: By providing a truss upper chord and a plurality of bending structures. The truss upper chord is used as the upper reinforcement of the cast-in-place concrete floor slab. Each bending structure includes a first truss web member and a second truss web member. The first truss web member and the second truss web member of the bending structure are connected to each other. Each bending structure is connected in sequence. The truss upper chord is connected to the top of each bending structure. The bottom of each bending structure is used to be embedded in the precast concrete floor slab.
[0015] Since the truss upper chord can be covered by the cast-in-place concrete as the upper reinforcement, and the bottom of each bending structure can be embedded into the precast concrete floor slab, the composite reinforcement can not only provide stiffness to the precast concrete floor slab to prevent it from cracking during the production, demoulding and hoisting of the precast concrete floor slab, but also the truss upper chord of the composite reinforcement can be used as the upper reinforcement of the cast-in-place concrete floor slab, thereby increasing the functions of the composite reinforcement.
[0016] The above description is only an overview of the technical solution of the present application. In order to be able to understand the technical means of the present application more clearly and implement it in accordance with the content of the specification, the following details the present application with the preferred embodiments of the present application in conjunction with the drawings. Description of the Drawings
[0017] Figure 1 is the front view of the composite reinforcement and the enlarged view of the bending structure in an embodiment of the present application;
[0018] Figure 2 is the schematic partial cross-sectional view of the application of the composite reinforcement in an embodiment of the present application;
[0019] Figure 3 is the schematic partial perspective view of the application of the composite reinforcement in an embodiment of the present application (the cast-in-place concrete floor slab is omitted, the number of composite reinforcements is two rows, and only a part of the composite reinforcement and the precast concrete floor slab are shown).
[0020] Among them, reference numerals:
[0021] 1 Composite reinforcement
[0022] 10 Truss upper chord
[0023] 11 Bending structure
[0024] 110 First truss web member
[0025] 111 Second truss web member
[0026] 2 Cast-in-place concrete floor slab
[0027] 3 Prefabricated concrete floor slab
[0028] h Height of the bending structure
[0029] d Width of the bending structure Detailed implementation manners
[0030] The following specific embodiments illustrate the implementation manners of the present application. Those skilled in the art can easily understand other advantages and effects of the present application from the content disclosed in this specification.
[0031] It should be noted that, without conflict, the embodiments in the present application and the features in the embodiments can be combined with each other. The present application will be described in detail below with reference to the drawings and in conjunction with the embodiments. In order to enable those skilled in the art to better understand the solution of the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments of the present application, all other embodiments obtained by those of ordinary skill in the art without making creative efforts shall fall within the protection scope of the present application.
[0032] It should be noted that the terms "first", "second", etc. in the specification and claims of the present application and the above-mentioned drawings are used to distinguish similar objects, and do not necessarily need to be used to describe a specific order or sequence. In addition, the terms "comprising" and "having" and any variations thereof are intended to cover non-exclusive inclusion. For example, a process, method, system, product or device comprising a series of steps or units does not necessarily have to be limited to those clearly listed steps or units, but may include other steps or units not clearly listed or inherent to these processes, methods, products or devices.
[0033] It should be noted that unless otherwise clearly defined and limited, the terms "installed", "connected", and "coupled" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium, and it can be the internal communication of two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present application can be understood according to specific circumstances.
[0034] For the convenience of description, a rectangular coordinate system O-XYZ is set in each of the attached drawings. The X-axis is parallel to the length direction of the truss upper chord 10, the Z-axis is parallel to the height direction of the bending structure 11, and the Y-axis is parallel to the width direction of the cast-in-place concrete floor slab 2 and the precast concrete floor slab 3. The positive directions of the X-axis, Y-axis, and Z-axis remain the same in each attached drawing with a coordinate system.
[0035] Please refer to Figure 1 and Figure 2 simultaneously. In this embodiment, a composite reinforcement 1 is provided, which includes a truss upper chord 10 and a plurality of bending structures 11 ( Figure 1 in which the number of bending structures 11 is 5). The truss upper chord 10 is used as the upper reinforcement of the cast-in-place concrete floor slab 2. Each bending structure 11 includes a first truss web member 110 and a second truss web member 111. The first truss web member 110 and the second truss web member 111 of the bending structure 11 are connected to each other. Each bending structure 11 is connected in sequence. The truss upper chord 10 is connected to the top of each bending structure 11. The bottom of each bending structure 11 is used to be embedded in the precast concrete floor slab 3.
[0036] Please refer to Figure 1 and Figure 2 simultaneously. Since the truss upper chord 10 can be covered by the cast-in-place concrete as the upper reinforcement, the bottom of each bending structure 11 can be embedded into the precast concrete floor slab 3. Therefore, the composite reinforcement 1 can not only provide stiffness to the precast concrete floor slab 3 during the hoisting process of the precast concrete floor slab 3 to prevent the precast concrete floor slab 3 from cracking, but also the truss upper chord 10 of the composite reinforcement 1 can be used as the upper reinforcement of the cast-in-place concrete floor slab 2, thus increasing the functions of the composite reinforcement 1. At the same time, the connection between adjacent bending structures 11 can also be used as the hoisting point of the precast concrete floor slab 3, further increasing the functions of the composite reinforcement 1 and realizing the diversification of the application scenarios of the composite reinforcement 1.
[0037] As Figure 1 shown, each first truss web member 110 can be inclined to the left, and each second truss web member 111 can be inclined to the right. Each bending structure 11 can be in a V shape. The shapes and sizes of each bending structure 11 can be the same. Each bending structure 11 can be arranged along the length direction of the truss upper chord 10 from left to right, and the tops of each bending structure 11 can be set flush. Each bending structure 11 can be connected in sequence by welding or integrally formed. The first truss web member 110 and the second truss web member 111 of the bending structure 11 can be connected by welding or integrally formed. The diameters of each first truss web member 110 and each second truss web member 111 can be the same. For example, each first truss web member 110 and each second truss web member 111 can be steel bars with a diameter of 8 mm.
[0038] Please refer to Figure 1 and Figure 2 as well. The upper chord 10 of the truss can be connected to the top ends of the respective bending structures 11 by welding or bundling with steel wires. The precast concrete floor slab 3 can be fabricated at the construction site. After the precast concrete floor slab 3 is fabricated, the upper chord 10 of the truss and the tops of the respective bending structures 11 are exposed. The adjacent connection parts of the bending structures 11 can be hooked by a lifting hook to hoist the precast concrete floor slab 3. After the hoisting of the precast concrete floor slab 3 is completed, cast-in-place concrete can be poured on the precast concrete floor slab 3 to form the cast-in-place concrete floor slab 2. Since the upper chord 10 of the truss can replace the upper steel bars, there is no need to weld the upper steel bars separately after the hoisting of the precast concrete floor slab 3 is completed.
[0039] As Figure 1 shown, optionally, the upper chord 10 of the truss is a steel bar. The upper chord 10 of the truss can be a steel bar with a diameter of 12 mm and a grade of three steel. The upper chord 10 of the truss is a steel pipe.
[0040] As Figure 1 shown, optionally, the lengths of the respective first truss web members 110 are the same as the lengths of the respective second truss web members 111. With such a setting, when forming the respective first truss web members 110 and the respective second truss web members 111 by cutting, there is no need to frequently set the cutting length of the cutting machine, which facilitates the cutting process of the first truss web members 110 and the second truss web members 111.
[0041] Please refer to Figures 1 to 3 as well. Optionally, the central axes of the respective first truss web members 110 and the central axes of the respective second truss web members 111 are arranged coplanarly. The central axis of the upper chord 10 of the truss and the central axes of the respective first truss web members 110 and the central axes of the respective second truss web members 111 are arranged coplanarly. With such a setting, when multiple overlapping steel bars 1 need to be used in rows, the adjacent overlapping steel bars 1 can be arranged more densely without interfering with each other. Furthermore, more rows of overlapping steel bars 1 can be arranged to increase the stiffness of the precast concrete floor slab 3 and the cast-in-place concrete floor slab 2.
[0042] For example, the central axis of the upper chord 10 of the truss and the central axes of the respective first truss web members 110 and the central axes of the respective second truss web members 111 can be coplanar with a plane parallel to the XOZ plane, that is, the plane passing through the central axis of the upper chord 10 of the truss and the central axes of the respective first truss web members 110 and the central axes of the respective second truss web members 111 is perpendicular to the precast concrete floor slab 3.
[0043] As Figure 1 shown, optionally, the height h of each bending structure 11 ranges from ≥90 mm to ≤120 mm. For example, the height h of each bending structure 11 can be 90 mm or 120 mm. The height h of each bending structure 11 is 110 mm.
[0044] As Figure 1 shown, optionally, the width d of each bending structure 11 ranges from ≥180 mm to ≤240 mm. For example, the width d of each bending structure 11 can be 180 mm or 240 mm. The width d of each bending structure 11 is 220 mm.
[0045] The above has introduced in detail the overlapping bars provided by the embodiments of the present application. For those of ordinary skill in the art, according to the idea of the embodiments of the present application, there will be changes in the specific implementation manners and application scopes. In summary, the content of this specification should not be construed as a limitation on the present application. All equivalent modifications or changes made according to the spirit and technical idea of the present application should still be covered by the claims of the present application.
Claims
1. A composite bar, characterized in that, Comprising: The upper chord of the truss, which is used as the upper steel bars of the cast-in-place concrete floor slab; And A plurality of bending structures, each of the bending structures includes a first truss web member and a second truss web member, the first truss web member and the second truss web member of the bending structure are connected to each other, each of the bending structures is connected in sequence, the upper chord of the truss is connected to the top of each of the bending structures, and the bottom of each of the bending structures is used to be embedded in the precast concrete floor slab.
2. The overlapped rib according to claim 1, wherein The upper chord of the truss is steel bars.
3. The overlapping rib according to claim 1, characterized in that, The upper chord of the truss is a steel pipe.
4. The overlapping rib according to claim 1, wherein, The lengths of each of the first truss web members are the same as the lengths of each of the second truss web members.
5. The overlapping rib according to claim 4, characterized in that, The central axes of each of the first truss web members and the central axes of each of the second truss web members are arranged in the same plane.
6. The overlapping rib according to claim 5, wherein The central axis of the upper chord of the truss and the central axes of each of the first truss web members and the central axes of each of the second truss web members are arranged in the same plane.
7. The overlapping rib according to claim 6, characterized in that, The height range of each of the bending structures is ≥90 mm and ≤120 mm.
8. The overlapping rib according to claim 7, wherein The height of each of the bending structures is 110 mm.
9. The laminated rib according to claim 6, wherein The width range of each of the bending structures is ≥180 mm and ≤240 mm.
10. The laminated rib according to claim 9, wherein The width of each of the bending structures is 220 mm.