A new type of steel bracket composite plate

Abstract

The utility model discloses a novel steel bracket composite plate, which is used to be assembled on the beam body of a building, and includes a steel support frame and a non-removal bottom plate fixedly arranged at the lower part of the steel support frame, wherein the steel support frame includes at least two main load-bearing steel beams arranged in parallel, and a transverse connecting piece is fixedly arranged between two adjacent main load-bearing steel beams; transverse stress-bearing steel bars are penetrated through the main load-bearing steel beams, and steel bar holes corresponding to the transverse stress-bearing steel bars are arranged on the main load-bearing steel beams; longitudinal stress-bearing steel bars are connected to the transverse stress-bearing steel bars; and a post-cast floor slab concrete not lower than the upper surface of the steel support frame is cast above the non-removal bottom plate. The utility model eliminates the need for welding of steel bar trusses, improves the bearing capacity of floor panels and reduces mid-span deflection, eliminates the need for temporary supports during construction, has low cost, and is conducive to improving the overall strength of composite floors.

Description

Technical Field

[0001] The utility model relates to the technical field of assembled buildings, in particular to a novel steel bracket composite plate. Background Art

[0002] Composite slabs are assembled integral slabs made of prefabricated floor panels and cast-in-place reinforced concrete layers, and are an important component of prefabricated buildings. Under existing technical conditions, prefabricated floor panels in composite slabs include reinforced truss concrete slabs, reinforced truss floor decks, etc. Figures 17 to 19 As shown. These prefabricated floor panels are first welded to form steel trusses, and the structural form of the steel trusses arranged at a certain interval improves the bending bearing capacity of the floor panels and reduces the mid-span deflection. However, because the prefabricated reinforced concrete slabs on the bottom surface of the floor panels are relatively thin, and the height and rigidity of the steel trusses are relatively small, the overall rigidity of the floor panels is relatively small, and they will still produce a large mid-span deflection, which will manifest problems such as insufficient bearing capacity and fragility of the panels during construction. For this reason, certain temporary supports still need to be added to the bottom surface of the floor panels during construction, but this will make the construction complicated and the cost relatively high. In order to improve the above-mentioned situation, the inventors proposed a new type of steel bracket composite panel, and the invention was created as a result. Utility Model Content

[0003] The technical problem to be solved by the utility model is to provide a new type of steel bracket composite plate which eliminates the need for welding of steel trusses, improves the bearing capacity of floor panels and reduces mid-span deflection, eliminates the need for temporary supports during construction, has low cost, and is beneficial to improving the overall strength of composite floors.

[0004] In order to solve the above technical problems, the technical solution of the utility model is: a new type of steel bracket composite plate, used for assembly on the beam body of a building, including a steel support frame and a non-disassembly base plate fixedly arranged at the lower part of the steel support frame, the steel support frame includes at least two main load-bearing steel beams arranged in parallel, and a transverse connecting piece is fixedly arranged between two adjacent main load-bearing steel beams; transverse stress-bearing steel bars are penetrated through the main load-bearing steel beams, and steel bar holes corresponding to the transverse stress-bearing steel bars are arranged on the main load-bearing steel beams; longitudinal stress-bearing steel bars are connected to the transverse stress-bearing steel bars; post-cast floor slab concrete not lower than the upper surface of the steel support frame is cast above the non-disassembly base plate.

[0005] As a preferred technical solution, the non-disassembly base plate is fixed to the bottom surface of the steel support frame by self-tapping screws.

[0006] As a preferred technical solution, the disassembly-free bottom plate is a prefabricated plate body prefabricated and formed near the transverse stress-bearing steel bars and the longitudinal stress-bearing steel bars at the lower part of the main load-bearing steel beam.

[0007] As a preferred technical solution, the transverse stress-bearing steel bars are provided with two layers, the longitudinal stress-bearing steel bars connected to the upper layer of the transverse stress-bearing steel bars are located above the corresponding transverse stress-bearing steel bars, and the longitudinal stress-bearing steel bars connected to the lower layer of the transverse stress-bearing steel bars are located below the corresponding transverse stress-bearing steel bars.

[0008] As a preferred technical solution, the top surface of the post-cast floor slab concrete is coplanar with the top surface of the steel support frame.

[0009] As a preferred technical solution, the top surface of the post-cast floor slab concrete is higher than the top surface of the steel support frame, and the portion of the post-cast floor slab concrete that is higher than the steel support frame constitutes a top surface protective layer.

[0010] As a preferred technical solution, a cushion block is provided between the steel support frame and the non-removable bottom plate.

[0011] As a preferred technical solution, the end of the disassembly-free base plate rests on the beam body at the corresponding end, and an end connector is fixedly welded on the end of the main load-bearing steel beam extending out of the disassembly-free base plate, and the end connector is fixedly connected to the beam body.

[0012] As a preferred technical solution, the main load-bearing steel beam is a C-shaped steel purlin or a Z-shaped steel purlin.

[0013] As a preferred technical solution, a mesh cloth is bonded to the bottom surface of the non-removable bottom plate.

[0014] Due to the adoption of the above technical solution, a new type of steel bracket composite plate is used to be assembled on the beam body of the building, including a steel support frame and a non-disassembly bottom plate fixedly arranged at the bottom of the steel support frame, the steel support frame includes at least two main load-bearing steel beams arranged in parallel, and a transverse connecting piece is fixedly arranged between two adjacent main load-bearing steel beams; transverse stress-bearing steel bars are penetrated through the main load-bearing steel beams, and steel bar holes corresponding to the transverse stress-bearing steel bars are arranged on the main load-bearing steel beams; longitudinal stress-bearing steel bars are connected to the transverse stress-bearing steel bars; and the non-disassembly bottom plate is cast with post-cast floor slab concrete that is not lower than the upper surface of the steel support frame. The utility model uses the steel support frame to support the floor panel structure, which significantly improves the rigidity of the floor panel compared to the steel truss, improves the bearing capacity of the floor panel, reduces the mid-span deflection, and eliminates the use of temporary supports during construction. The steel support frame can be directly made of existing steel sections, etc., eliminating the complex welding processing of the steel truss, and the cost is low. The steel mesh composed of the transverse stress-bearing steel bars and the longitudinal stress-bearing steel bars is formed by the transverse stress-bearing steel bars being inserted in the main load-bearing steel beams to form an integral structure supported together with the steel support frame, which is beneficial to improving the overall strength of the final composite floor slab after post-pouring. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] The following drawings are only intended to illustrate and explain the present invention, and do not limit the scope of the present invention.

[0016] Figure 1 This is a schematic diagram of the top view of the steel support frame of the first embodiment of the utility model;

[0017] Figure 2 yes Figure 1 Schematic diagram of AA structure;

[0018] Figure 3 yes Figure 1 Schematic diagram of BB structure;

[0019] Figure 4 yes Figure 1 A schematic diagram of the C-direction structure;

[0020] Figure 5 yes Figure 4 Structural schematic diagram when the middle end connection piece adopts angle steel;

[0021] Figure 6 This is a schematic diagram of the structure of the first embodiment of the utility model after post-casting of concrete;

[0022] Figure 7 This is a schematic diagram of the structure of an embodiment of the utility model when a plurality of beams are continuously spanned;

[0023] Figure 8 This is a schematic diagram of the structure of the second embodiment of the utility model after concrete is poured;

[0024] Fig. 9 This is a schematic structural diagram of a prefabricated floor portion of a third embodiment of the present utility model;

[0025] Fig.10 This is a schematic diagram of the structure of the fourth embodiment of the utility model after pouring concrete;

[0026] Fig.11 This is a schematic diagram of the structure of a prefabricated floor panel according to Embodiment 5 of the present utility model;

[0027] Fig.12 yes Fig.11 Schematic diagram of the structure after pouring concrete;

[0028] Fig.13 yes Fig.12 Schematic diagram of the structure of post-cast concrete floor slab with top surface protection layer;

[0029] Fig.14 This is a schematic diagram of the structure of the prefabricated floor panel span beam connection of the sixth embodiment of the utility model;

[0030] Fig.15 yes Fig.14 Schematic diagram of DD structure in;

[0031] Fig.16 yes Fig.14 Schematic diagram of EE structure in;

[0032] Fig.17 It is a top view structural diagram of an existing prefabricated floor panel with reinforced steel trusses;

[0033] Fig.18 It is a schematic diagram of the cross-sectional structure of an existing reinforced concrete truss slab;

[0034] Fig.19 It is a schematic diagram of the cross-sectional structure of an existing steel truss floor deck.

[0035] In the figure: 1-beam body; 2-steel support frame; 21-main load-bearing steel beam; 22-transverse connector; 23-rebar hole; 24-pipeline hole; 25-end connector; 3-non-removable base plate; 31-mesh cloth; 4-transverse stress-bearing steel bars; 5-longitudinal stress-bearing steel bars; 6-post-poured floor slab concrete; 61-top surface protection layer; 62-bottom surface protection layer; 7-pad; 9-rebar truss. DETAILED DESCRIPTION

[0036] The present invention is further described below in conjunction with the accompanying drawings and examples. In the following detailed description, only certain exemplary embodiments of the present invention are described by way of illustration. Needless to say, those skilled in the art will recognize that the described embodiments may be modified in various ways without departing from the spirit and scope of the present invention. Therefore, the drawings and descriptions are illustrative in nature and are not intended to limit the scope of protection of the claims.

[0037] Embodiment 1: Figure 1 and Figure 2 As shown, a new type of steel bracket composite plate is used to be assembled on the beam body 1 of the building. The beam body 1 can be a steel beam or a concrete beam, which is not limited here. Figures 1 to 3 As shown, the composite slab includes a steel support frame 2 and a non-disassembly base plate 3 fixedly arranged at the lower part of the steel support frame 2. The steel support frame 2 supports the non-disassembly base plate 3. Compared with the steel truss, it has better rigidity. The prefabricated floor panel formed by the two has a stronger bearing capacity, and the mid-span deflection will be significantly reduced during construction.

[0038] like Figure 3 As shown, the non-disassembly bottom plate 3 of this embodiment is fixed to the bottom surface of the steel support frame 2 by self-tapping screws. The non-disassembly bottom plate 3 can be one of cement fiber board, fine stone concrete board, cement mortar prefabricated board, or a composite board formed by the upper layer being a wooden board and the lower layer being a cement fiber board, or both the upper and lower layers being cement fiber boards, etc., which is not limited here.

[0039] Preferably, if Figure 2 and Figure 3 As shown, a mesh cloth 31 is bonded to the bottom surface of the non-disassembly bottom plate 3 to increase the strength of the non-disassembly bottom plate 3 and improve its crack resistance. The mesh cloth 31 can be bonded to the bottom surface of the non-disassembly bottom plate 3 by cement mortar or the like.

[0040] like Figure 1 As shown, the steel support frame 2 includes at least two main load-bearing steel beams 21 arranged in parallel. Of course, the main load-bearing steel beams 21 are at least arranged along the length direction of the non-removable bottom plate 3 to provide good support and anti-deformation capabilities. A transverse connecting member 22 is fixed between two adjacent main load-bearing steel beams 21, so that the main load-bearing steel beams 21 and the transverse connecting member 22 are composed of a simple structure to form a frame structure with high rigidity.

[0041] The transverse connector 22 and the main load-bearing steel beam 21 can be fixedly connected by bolts or welding. Based on the simplicity of this frame structure, even if welding is used, the welding process of the steel support frame 2 is very simple compared to the steel truss. In addition, the main load-bearing steel beam 21 and the transverse connector 22 are convenient to directly select existing steel sections, which can further simplify the structure and reduce the manufacturing cost. Among them, the main load-bearing steel beam 21 is a C-shaped steel purlin or a Z-shaped steel purlin. This embodiment is illustrated by a C-shaped steel purlin.

[0042] like Figure 2 , Figure 3 and Figure 6 As shown, the main load-bearing steel beam 21 is penetrated with transverse stress-bearing steel bars 4, and the main load-bearing steel beam 21 is provided with steel bar holes 23 corresponding to the transverse stress-bearing steel bars 4. In this way of installation, after pouring concrete, the transverse stress-bearing steel bars 4 and the steel support frame 2 form an integral support structure, which is conducive to improving the overall strength of the final composite floor.

[0043] like Figure 6 As shown, the transverse stress-bearing steel bars 4 are connected to the longitudinal stress-bearing steel bars 5, so that the steel mesh formed by the longitudinal stress-bearing steel bars 5 and the transverse stress-bearing steel bars 4, with the transverse stress-bearing steel bars 4 as the intermediate structure, together with the steel support frame 2 forms a more comprehensive overall support structure, which is further conducive to improving the overall strength of the final composite floor. The connection between the longitudinal stress-bearing steel bars 5 and the transverse stress-bearing steel bars 4 can be achieved by binding or the like.

[0044] Preferably, if Figure 6As shown, the transverse stress-bearing steel bars 4 are provided with two layers to form a composite floor slab with higher overall strength after the concrete is poured. The longitudinal stress-bearing steel bars 5 can be arranged above or below the corresponding transverse stress-bearing steel bars 4 according to actual needs, and are not limited here. This embodiment is only illustrated by the longitudinal stress-bearing steel bars 5 connected to the upper transverse stress-bearing steel bars 4 being located above the corresponding transverse stress-bearing steel bars 4 and the longitudinal stress-bearing steel bars 5 connected to the lower transverse stress-bearing steel bars 4 being located below the corresponding transverse stress-bearing steel bars 4.

[0045] In addition, if Figure 2 and Figure 3 As shown, the main load-bearing steel beam 21 is provided with pipeline holes 24 to facilitate the arrangement of water, electricity, heating and other pipelines.

[0046] like Figure 6 As shown, the post-cast floor slab concrete 6 which is not lower than the upper surface of the steel support frame 2 is cast above the non-removal bottom plate 3 to form the final composite floor slab. The main load-bearing steel beam 21 in the steel support frame 2 adopts C-shaped steel purlins, and forms a steel mesh arrangement of transverse force-bearing steel bars 4 and longitudinal force-bearing steel bars 5 in a through-steel manner, so that a strong pulling ability is formed between the post-cast floor slab concrete 6 and the prefabricated floor panel, and the final composite floor slab has good integrity. The top surface of the post-cast floor slab concrete 6 described in this embodiment is coplanar with the top surface of the steel support frame 2, so that the steel support frame 2 can achieve a higher height while keeping the thickness of the composite floor slab unchanged, and thus can achieve a stronger supporting capacity.

[0047] During construction of this embodiment, Figure 1 and Figure 2 As shown, the end of the non-detachable bottom plate 3 rests on the beam body 1 at the corresponding end, and the end of the main load-bearing steel beam 21 extending out of the non-detachable bottom plate 3 is fixedly welded with an end connector 25, and the end connector 25 is fixedly connected to the beam body 1. In this way, the steel support frame 2 forms a rigid structure supported on the beam body 1. The prefabricated floor panel composed of the steel support frame 2 and the non-detachable bottom plate 3 in this embodiment forms a self-supporting form, which further reduces the mid-span deflection and avoids the use of temporary supports. The end connector 25 can be implemented with steel pads or angle steels, such as Figure 4 and Figure 5 The end connector 25 can be fixedly connected by bolts or welding according to whether the beam body 1 is a concrete beam or a steel beam, etc., and is not limited here.

[0048] In this embodiment, the steel support frame 2 is used to support the floor panel structure, which has significantly improved rigidity compared to the steel truss, improved floor panel bearing capacity, reduced mid-span deflection, and eliminated the need for temporary supports during construction. The steel support frame 2 can be directly made of existing steel sections, eliminating the complex welding process of the steel truss and reducing costs. The steel mesh composed of the transverse stress-bearing steel bars 4 and the longitudinal stress-bearing steel bars 5 is formed by the transverse stress-bearing steel bars 4 inserted in the main load-bearing steel beam 21 to form an integral structure supported by the steel support frame 2, which is beneficial to improving the overall strength of the final composite floor after post-pouring. In actual use, if Figure 7 As shown, this embodiment relies on the self-supporting prefabricated floor panel formed by the steel support frame 2 and the non-removal base plate 3. The continuous steel support frame 2 can be used to form a continuous span beam body 1, which can help simplify on-site construction.

[0049] Embodiment 2: Figure 8 As shown, the main difference between this embodiment and the first embodiment is that the top surface of the post-cast concrete floor slab 6 is higher than the top surface of the steel support frame 2, and the part of the post-cast concrete floor slab 6 that is higher than the steel support frame 2 constitutes a top surface protection layer 61, and the top surface protection layer 61 is beneficial to the rust and fire prevention of the steel support frame 2. Under the condition of the same composite floor thickness, the thickness of the steel support frame 2 is smaller, so this embodiment is more suitable for applications in occasions with small floor spans, large composite floor thickness, or high requirements for rust and fire prevention.

[0050] Embodiment 3: Fig. 9 As shown, the main difference between this embodiment and the first embodiment is that a cushion block 7 is provided between the steel support frame 2 and the non-removal bottom plate 3, so that after the concrete is poured, a bottom surface protective layer 62 is formed under the steel support frame 2, which is also beneficial to the rust and fire prevention of the steel support frame 2. Preferably, the cushion block 7 is arranged along the main load-bearing steel beam 21 and the transverse connecting member 22.

[0051] Embodiment 4: Fig.10 As shown, the difference between this embodiment and the first embodiment mainly lies in that the top surface of the post-cast floor slab concrete 6 in this embodiment is higher than the top surface of the steel support frame 2, and the part of the post-cast floor slab concrete 6 that is higher than the steel support frame 2 constitutes a top surface protective layer 61, and at the same time, a pad 7 is provided between the steel support frame 2 and the non-removable bottom plate 3, so that after the post-cast concrete, protective layers are formed on the upper and lower sides of the support frame.

[0052] Embodiment 5: Fig.11 and Fig.12As shown, the difference between this embodiment and the first embodiment is that the non-disassembly bottom plate 3 is a prefabricated plate body prefabricated at the transverse stress-bearing steel bars 4 and the longitudinal stress-bearing steel bars 5 near the lower part of the main load-bearing steel beam 21. That is, the non-disassembly bottom plate 3 and the steel support frame 2 form an integral prefabricated component, the bearing capacity is further improved, and the integrity is better after the concrete is poured.

[0053] Of course Fig.13 As shown, in this embodiment, the top surface of the post-cast floor slab concrete 6 may also be higher than the top surface of the steel support frame 2 to form a top surface protective layer 61.

[0054] Example 6: Figures 14 to 16 As shown, the main difference between this embodiment and the first embodiment is that the main load-bearing steel beam 21 is a Z-shaped steel purlin. When the Z-shaped steel purlin is used, the two prefabricated floor panels at the same beam body 1 can be connected by overlapping the main load-bearing steel beam 21, which is conducive to simplifying the construction and further improving the integrity of the composite floor.

[0055] The above shows and describes the basic principle, main features and advantages of the utility model. The technicians in this industry should understand that the utility model is not limited by the above embodiments. The above embodiments and the description only illustrate the principle of the utility model. Without departing from the spirit and scope of the utility model, the utility model will also have various changes and improvements, such as different main load-bearing steel beam 21 structures forming protective layers above and below after post-poured concrete, different main load-bearing steel beam 21 structures using screw connection or integral prefabricated non-disassembly bottom plate 3, different thickness steel support frames 2, or non-disassembly bottom plates 3 are screw fixed or integrally prefabricated, all for continuous span beam body 1 use, etc. These changes and improvements all fall within the scope of the utility model to be protected. The scope of protection claimed by the utility model is defined by the attached claims and their equivalents.

Claims

1. A new type of steel bracket composite plate, used for assembly on the beam of a building, characterized by: It includes a steel support frame and a non-dismantling base plate fixedly arranged at the lower part of the steel support frame, the steel support frame includes at least two main load-bearing steel beams arranged in parallel, and a transverse connecting piece is fixedly arranged between two adjacent main load-bearing steel beams; transverse stress-bearing steel bars are penetrated through the main load-bearing steel beams, and the main load-bearing steel beams are provided with steel bar holes corresponding to the transverse stress-bearing steel bars; longitudinal stress-bearing steel bars are connected to the transverse stress-bearing steel bars; a post-cast floor slab concrete not lower than the upper surface of the steel support frame is cast above the non-dismantling base plate.

2. A novel steel bracket composite plate as claimed in claim 1, characterized in that: The non-disassembly bottom plate is fixed to the bottom surface of the steel support frame by self-tapping screws.

3. A novel steel bracket composite plate as claimed in claim 1, characterized in that: The non-disassembly bottom plate is a prefabricated plate body prefabricated and formed at the transverse stress-bearing steel bars and the longitudinal stress-bearing steel bars near the lower part of the main load-bearing steel beam.

4. A novel steel bracket composite plate as claimed in claim 1, characterized in that: The transverse stress-bearing steel bars are provided with two layers, the longitudinal stress-bearing steel bars connected to the upper transverse stress-bearing steel bars are located above the corresponding transverse stress-bearing steel bars, and the longitudinal stress-bearing steel bars connected to the lower transverse stress-bearing steel bars are located below the corresponding transverse stress-bearing steel bars.

5. The novel steel bracket composite plate as claimed in claim 1, characterized in that: The top surface of the post-cast floor slab concrete is coplanar with the top surface of the steel support frame.

6. A novel steel bracket composite plate as claimed in claim 1, characterized in that: The top surface of the post-cast floor slab concrete is higher than the top surface of the steel support frame, and the portion of the post-cast floor slab concrete that is higher than the steel support frame constitutes a top surface protective layer.

7. The novel steel bracket composite plate as claimed in claim 1, characterized in that: A cushion block is provided between the steel support frame and the removal-free bottom plate.

8. The novel steel bracket composite plate as claimed in claim 1, characterized in that: The end of the non-disassembly bottom plate rests on the beam body at the corresponding end, and an end connector is fixedly welded to the end of the main load-bearing steel beam extending out of the non-disassembly bottom plate, and the end connector is fixedly connected to the beam body.

9. The novel steel bracket composite plate according to claim 1, characterized in that: The main load-bearing steel beam is a C-shaped steel purlin or a Z-shaped steel purlin.

10. The novel steel bracket composite plate according to claim 1, characterized in that: A mesh cloth is bonded to the bottom surface of the non-disassembly bottom plate.

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