Hollow floor support plate side cable-stayed bracing-free structure

Abstract

The utility model discloses a kind of floor support plate side cable-stayed support-free structures for hollow floor, including bottom plate and multiple steel bar trusses above it, multiple steel bar trusses are connected with bottom plate and are spaced distribution;Multiple spaced distribution core moulds are equipped between adjacent steel bar trusses;Longitudinal reinforcement is equipped at at least one side edge of bottom plate and steel bar truss length direction parallel, and longitudinal reinforcement and its adjacent steel bar truss are equipped with several cable-stayed rods between it.The utility model avoids the erection of support in joint part by setting cable-stayed rod structure, reduces field construction process and material, realizes less support even support-free by steel bar truss, reduces cost, improves construction efficiency.Cable-stayed rod is pulled together to bottom plate, can optimize the thickness of bottom plate, reduce material consumption.Meanwhile, cable-stayed rod can be selected factory prefabricated structure or field installation structure, selection is flexible, and field installation type cable-stayed rod is easy to install, and efficiency is high.

Description

Technical Field

[0001] This utility model relates to the field of building structure technology, and in particular to a hollow floor slab with a side-braced, non-stiffened structure for the floor deck. Background Technology

[0002] In the current engineering technology field, cast-in-place hollow core slab technology, due to its light weight and large span, can meet the needs of modern multi-story buildings with large column grids, large spans, and large spaces. This floor system not only provides flexible application space but also has advantages such as reducing structural weight, increasing floor slab stiffness, improving sound insulation, and reducing structural costs, and is therefore widely used in construction engineering. With the development of prefabricated buildings, high demands are being placed on low-carbon and environmentally friendly construction methods. However, cast-in-place hollow core slabs still employ traditional construction techniques. Due to the complexity of the process, on-site construction is cumbersome, especially with large amounts of formwork and reinforcement work, resulting in very low on-site construction efficiency. This high-consumption, low-efficiency construction method can no longer meet the relevant requirements of current prefabricated buildings. To address this, the applicant developed a precast steel truss component and hollow floor slab that requires no bottom formwork removal (ZL202420284373.5). However, due to limitations in the production, transportation, and construction processes, the hollow slab component has dimensional constraints and requires on-site splicing. This results in cantilevered joints, necessitating additional supports at the splicing points. However, the supports at the splicing points are parallel to the steel truss, perpendicular to the supports at other locations, and on the same horizontal plane, making on-site construction difficult. Utility Model Content

[0003] In view of the shortcomings of the prior art, the technical problem to be solved by this utility model is to provide a side-braced structure for hollow floor slabs that does not require bracing, which solves the problem of difficulty in arranging support at the splicing parts of existing floor slabs.

[0004] To solve the above-mentioned technical problems, the present invention adopts the following technical solution:

[0005] A hollow core slab floor decking side-braced structure without bracing includes a base slab and multiple steel trusses above it. The steel trusses are connected to the base slab and spaced apart. Multiple spaced core molds are provided between adjacent steel trusses. Longitudinal steel bars are provided at least one edge of the base slab parallel to the length direction of the steel trusses, and several diagonal tie rods are provided between the longitudinal steel bars and the adjacent steel trusses. One end of the diagonal tie rod is connected to the longitudinal steel bar, and the other end is connected to the end of the steel truss away from the base slab, and they are spaced apart along the length direction of the steel trusses.

[0006] As an optimization, the steel truss includes one top chord and two bottom chords arranged in a triangular pattern, with web reinforcement between the top and bottom chords. The bottom chords or web reinforcements are fixedly connected to the base plate, and the diagonal tie rods are connected to the top chord.

[0007] As an optimization, it also includes multiple first bottom reinforcement bars arranged in parallel above the base plate, with the multiple first bottom reinforcement bars distributed at intervals and having gaps between them and the bottom surfaces of the base plate and the core mold.

[0008] As an optimization, the bottom reinforcement of the first slab is parallel or perpendicular to the steel truss.

[0009] As an optimization, it also includes multiple second bottom reinforcing bars that are perpendicularly intersecting the first bottom reinforcing bars. The second bottom reinforcing bars are spaced apart and have gaps between them and the bottom surfaces of the bottom plate and the core mold.

[0010] As an optimization, the steel truss is connected to the base plate through connectors, so that there is a gap between the steel truss and the base plate.

[0011] As an optimization, the core mold is a hollow structure or a solid structure made of lightweight materials.

[0012] As an optimization, the longitudinal reinforcing bars are fixed to the base plate by connectors.

[0013] As an optimization, the diagonal tie rod is a straight steel bar structure, with its two ends welded to the steel truss and longitudinal steel bars, respectively.

[0014] As an optimization, the tie rod includes a threaded rod and a sleeve fitted on the threaded rod. One end of the threaded rod is formed with a first hook that can be hooked to the longitudinal reinforcing bar, and the other end is provided with an external thread, and a nut is installed at the threaded end. The nut is located on the side of the sleeve away from the first hook. The sleeve is provided with a second hook that can be hooked to the upper chord of the steel truss.

[0015] Compared with the prior art, this application has the following advantages:

[0016] This utility model,

[0017] 1. Due to the difficulty and poor effectiveness of setting up supports at the joints, the use of diagonal tie rod structures avoids the need for supports at the joints, reducing on-site construction procedures and materials. Steel trusses are used to achieve less or even no support, reducing costs and improving construction efficiency.

[0018] 2. The diagonal tie rods act as a tie to the base plate, which can optimize the thickness of the base plate and reduce the amount of material used.

[0019] 3. The tie rods can be either prefabricated in the factory or installed on-site, offering flexibility in selection. On-site installation of tie rods is convenient and efficient. Attached Figure Description

[0020] Figure 1 This is a schematic diagram of the structure of this utility model;

[0021] Figure 2 This is a schematic diagram of the structural design of the joint between adjacent floor slabs in this utility model (the tie rod is made of straight steel bar).

[0022] Figure 3 This is a schematic diagram of the structural design of the joint between adjacent floor slabs in this utility model (the tie rod adopts an assembled structure).

[0023] Figure 4 This is a schematic diagram of the assembled structure of the diagonal tie rod in this utility model;

[0024] In the diagram, 1 is the base plate, 2 is the steel truss, 3 is the longitudinal steel bar, 4 is the core mold, 5 is the diagonal tie rod, 51 is the screw rod, 52 is the first hook, 53 is the sleeve, 54 is the nut, 55 is the second hook, 6 is the first bottom reinforcement of the plate, and 7 is the second bottom reinforcement of the plate. Detailed Implementation

[0025] The present invention will now be described in further detail with reference to the accompanying drawings.

[0026] For specific implementation: see [link / reference] Figures 1-4 ,

[0027] An embodiment of a hollow floor slab with a side-braced, non-stiffened structure includes a base plate 1 and multiple steel trusses 2 above it. Each steel truss 2 includes one upper chord and two lower chords arranged in a triangular pattern. Web members are provided between the upper and lower chords. The lower chords or web members are fixedly connected to the base plate 1. The multiple steel trusses 2 are connected to the base plate 1 and are spaced apart. Multiple spaced core molds 4 are provided between adjacent steel trusses 2. The core molds 4 are hollow structures or solid structures made of lightweight materials. Specifically, the core molds 4 are generally formed by splicing multiple plates to form a hollow structure, but they can also be integrally molded by injection molding. Longitudinal reinforcing bars 3 are provided at least one edge of the base plate 1 parallel to the length direction of the steel truss 2. The longitudinal reinforcing bars 3 can be fixedly connected to the base plate 1 by connectors. For a metal base plate 1, they can also be directly welded together. Several diagonal tie rods 5 are provided between the longitudinal reinforcing bars 3 and the adjacent steel truss 2. One end of each diagonal tie rod 5 is connected to the longitudinal reinforcing bar 3, and the other end is connected to the end of the steel truss 2 away from the base plate 1. They are spaced apart along the length direction of the steel truss 2. The diagonal tie rods 5 are connected to the top chord reinforcement.

[0028] Specifically, the tie rod 5 can be installed during the prefabrication of the floor slab or on-site. Prefabrication can use straight steel bars, with both ends welded to the steel truss 2 and longitudinal steel bars 3, respectively. On-site installation can employ an assembled structure. Specifically, the tie rod 5 includes a screw rod 51 and a sleeve 53 fitted onto the screw rod 51. One end of the screw rod 51 has a first hook 52 formed to engage with the longitudinal steel bar 3, and the other end has an external thread with a nut 54 threaded onto it. The nut 54 is located on the side of the sleeve 53 away from the first hook 52. The sleeve 53 has a second hook 55 to engage with the upper chord of the steel truss 2. During installation, the first hook 52 and the second hook 55 are engaged with the longitudinal steel bar 3 and the upper chord of the steel truss 2, respectively. Then, the nut 54 is adjusted to adjust the distance between the first hook 52 and the second hook 55, thereby adjusting the tie force.

[0029] In practical applications, after two adjacent floor decks are spliced, the cantilever between the two floor decks no longer needs to be made separately. Only the diagonal tie rod 5 is needed to provide support. Then, the core mold 4 is installed at the splice. At this time, the diagonal tie rod 5 is located between the adjacent core molds 4. Alternatively, the diagonal tie rod 5 can be set in the rib. It can be flexibly set according to the specific stress conditions, thereby achieving less or no support and improving construction efficiency.

[0030] The system also includes multiple first bottom reinforcing bars 6 arranged parallel above the base slab 1. These first bottom reinforcing bars 6 are spaced apart and have gaps between them and the bottom surfaces of the base slab 1 and the core mold 4. The first bottom reinforcing bars 6 are parallel or perpendicular to the steel truss 2. The system also includes multiple second bottom reinforcing bars 7 arranged perpendicularly to the first bottom reinforcing bars 6. These second bottom reinforcing bars 7 are spaced apart and have gaps between them and the bottom surfaces of the base slab 1 and the core mold 4. In other words, the first bottom reinforcing bars 6 can be positioned below the core mold 4 or penetrate inside the core mold 4, depending on the structure and material of the core mold 4. Specifically, in this embodiment, the first bottom reinforcing bars 6 are parallel or perpendicular to the steel truss 2. The first bottom reinforcing bars 6 can be supported between the base slab 1 and the core mold 4 by various supports or fasteners, or they can overlap or connect with the steel truss 2 to form a two-way or one-way slab, depending on actual needs. The second bottom reinforcing bars 7 can be connected to the first bottom reinforcing bars 6 to form a mesh structure, or they can be set independently, with their specific positions determined by the stress conditions of the floor slab.

[0031] The steel truss 2 is connected to the base plate 1 via a connector, creating a gap between the steel truss 2 and the base plate 1. The connector is generally a rigid structure, in the form of a cuboid, with a groove on its upper side for limiting or engaging the two lower chord bars or longitudinal bars 3 of the steel truss 2, so as to support and fix the steel truss 2 or the longitudinal bars 3. Of course, the connector can also adopt other structural forms, all of which are existing technologies and will not be described in detail here.

[0032] In summary, this utility model eliminates the need for additional supports at joints by using a diagonal tie rod structure, reducing on-site construction steps and materials. The steel truss structure allows for minimal or even no support, lowering costs and improving construction efficiency. The diagonal tie rods provide a bridging effect on the base slab, optimizing its thickness and reducing material usage. Furthermore, the diagonal tie rods can be either prefabricated in the factory or installed on-site, offering flexibility. On-site installation of the diagonal tie rods is convenient and efficient.

[0033] Although embodiments of the present invention have been shown and described, those skilled in the art can make various changes, modifications, substitutions and alterations to these embodiments without departing from the principles and basis of the present invention. The scope of the present invention is defined by the appended claims and their equivalents. Therefore, the embodiments of the present invention are merely illustrative examples and do not constitute a limitation on the present invention in any way.

Claims

1. A hollow core slab floor decking side-braced structure without bracing, comprising a base slab and multiple steel trusses above it, the steel trusses being connected to the base slab and spaced apart; multiple spaced core molds are provided between adjacent steel trusses; characterized in that, Longitudinal reinforcement is provided at least one edge of the base plate parallel to the length direction of the steel truss, and several diagonal tie rods are provided between the longitudinal reinforcement and the adjacent steel truss. One end of the diagonal tie rod is connected to the longitudinal reinforcement, and the other end is connected to the end of the steel truss away from the base plate, and they are distributed at intervals along the length direction of the steel truss.

2. The hollow floor slab side-braced bracing structure according to claim 1, characterized in that, The steel truss includes one top chord and two bottom chords arranged in a triangular pattern, with web reinforcement between the top and bottom chords. The bottom chords or web reinforcements are fixedly connected to the base plate, and the diagonal tie rods are connected to the top chord.

3. The hollow floor slab side-braced bracing structure according to claim 1, characterized in that, It also includes multiple first bottom reinforcement bars arranged in parallel above the base plate, with the multiple first bottom reinforcement bars distributed at intervals and having gaps between them and the bottom surfaces of the base plate and the core mold.

4. The hollow floor slab side-braced bracing structure according to claim 3, characterized in that, The bottom reinforcement of the first slab is parallel or perpendicular to the steel truss.

5. A hollow floor slab with side-braced, non-stiffened floor decking structure according to claim 1 or 3, characterized in that, It also includes multiple second bottom reinforcing bars that are perpendicularly intersecting the first bottom reinforcing bars. The second bottom reinforcing bars are spaced apart and have gaps between them and the bottom surfaces of the bottom plate and the core mold.

6. The hollow floor slab side-braced bracing structure according to claim 2, characterized in that, The steel truss is connected to the base plate through connectors, creating a gap between the steel truss and the base plate.

7. The hollow floor slab side-braced bracing structure according to claim 1, characterized in that, The core mold is a hollow structure or a solid structure made of lightweight materials.

8. The hollow floor slab side-braced bracing structure according to claim 1, characterized in that, The longitudinal reinforcing bars are fixed to the base plate by connectors.

9. A hollow floor slab with a side-braced, non-stiffened structure according to claim 1, characterized in that, The diagonal tie rod is a straight steel bar structure, with its two ends welded to the steel truss and longitudinal steel bars, respectively.

10. A hollow floor slab with a side-braced, non-stiffened structure according to claim 1, characterized in that, The tie rod includes a screw rod and a sleeve sleeved on the screw rod. One end of the screw rod is formed with a first hook that can be hooked to the longitudinal reinforcement bar, and the other end is provided with an external thread, and a nut is installed at the threaded end. The nut is located on the side of the sleeve away from the first hook. The sleeve is provided with a second hook that can be hooked to the upper chord bar of the steel truss.

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