A prefabricated floor demoulding and hoisting structure without trussing

Abstract

The utility model discloses a prefabricated floor demould hoisting structure of exempting from truss muscle belongs to building technical field. Including hoist spare, including integrative pouring in the pre -buried portion of the composite floor slab and the connecting portion of bare leakage in the composite floor slab outside, hoist steel frame is linked with connecting portion, hoist steel frame is assembled by multiple steel beams, wherein, the hoist spare quantity is multiple, pours in the composite floor slab and is between the detachable connection of hoist steel frame. Through the utility model, the truss steel of hoist steel frame replaces setting on the composite floor slab, so that after the composite floor hoisting installation is finished, can directly dismantle and carry out recycling use whole hoist steel frame, avoided the waste of steel material, reduced the cost of whole composite floor slab.

Description

Technical Field

[0001] This utility model relates to a precast floor slab demolding and hoisting structure that eliminates the need for truss reinforcement, belonging to the field of building technology. Background Technology

[0002] Composite floor slabs are a common structure used in the construction industry for floor pouring. They are usually made by casting a precast floor slab and concrete together. Because composite floor slabs are relatively thin, they are prone to bending during transportation and hoisting, which can lead to local stress concentration and breakage. Therefore, in order to meet the requirements of hoisting and on-site installation load-bearing capacity and rigidity during demolding, truss reinforcement is required in addition to floor slab reinforcement.

[0003] In the existing technology, truss reinforcement is required to be set on the composite floor slab. However, the truss reinforcement cannot be effectively disassembled after the composite floor slab is hoisted and installed, resulting in low utilization rate. This greatly increases the amount of steel used in the entire composite floor slab and increases the cost of the concrete composite floor slab. Utility Model Content

[0004] The technical problem to be solved by this utility model is to provide a precast floor slab demolding and hoisting structure that does not require truss reinforcement, which solves the problem of large steel consumption in composite floor slabs in the prior art.

[0005] The technical problem to be solved by this utility model is achieved by the following technical solution: a precast floor slab demolding and hoisting structure without truss reinforcement, including hoisting components, including an embedded part integrally cast in the composite floor slab and a connecting part exposed outside the composite floor slab; a hoisting steel frame connected to the connecting part, the hoisting steel frame being assembled from multiple steel beams; wherein, there are multiple hoisting components, which are cast in the composite floor slab and are detachably connected to the hoisting steel frame.

[0006] By adopting the above technical solution, the hoisting steel frame replaces the truss steel bars set on the composite floor slab, so that after the composite floor slab is hoisted and installed, the entire hoisting steel frame can be directly disassembled and recycled, avoiding the waste of steel and reducing the overall cost of the composite floor slab.

[0007] The present invention is further configured such that an anchor is provided at the lower part of the pre-embedded part.

[0008] By adopting the above technical solution and using anchors to connect the embedded parts for pouring, the connection strength between the entire hoisting component and the composite floor slab is higher.

[0009] The present invention is further configured such that: when the composite floor slab is poured, multiple bottom reinforcement bars are poured inside, and the anchor is set below the bottom reinforcement bars.

[0010] By adopting the above technical solution, the connection strength between the hoisting component and the composite floor slab is further improved. The anchor is located below the bottom reinforcement of the slab, so that the bottom reinforcement of the slab can limit the anchor and improve the punching shear strength of the floor slab during hoisting.

[0011] The present invention is further configured such that: a plurality of shear stirrups are integrally cast inside the composite floor slab, and the lower part of the shear stirrups is cast within 1 / 4 of the span of the composite floor slab support.

[0012] By adopting the above technical solutions, the integrity and strength of composite floor slabs can be effectively improved.

[0013] The present invention is further configured such that: the hoisting steel frame includes longitudinal steel beams and transverse steel beams, the longitudinal steel beams are connected to the connecting part, and the transverse steel beams are disposed on the longitudinal steel beams.

[0014] By adopting the above technical solution, the longitudinal steel beams are connected by the transverse steel beams to form a hoisting steel frame, which enables the composite floor slab to form a multi-point connection with the hoisting steel frame when it is lifted. This makes the stress on the entire composite floor slab more uniform, thereby reducing the risk of stress concentration inside the composite floor slab and preventing bending failure of the composite floor slab. On the other hand, the transverse steel beams can improve the overall bending stability bearing capacity of the longitudinal steel beams.

[0015] The present invention is further configured such that: the connecting part is provided with a threaded hole, and the hoisting steel frame is connected to the connecting part by bolts.

[0016] By adopting the above technical solution, the composite floor slab and the hoisting steel frame can be quickly connected and disconnected by bolts, thereby improving hoisting efficiency.

[0017] The present invention is further configured such that: multiple sets of connection sections are provided on the longitudinal steel beam, and at least one connection hole is provided on each set of connection sections.

[0018] By adopting the above technical solutions, it is possible to better adapt to composite floor slabs of various sizes and improve the applicability of hoisting steel frames.

[0019] The present invention is further configured such that the cross-sections of the longitudinal steel beam and the transverse steel beam can be box-shaped, I-shaped, H-shaped, channel-shaped, or L-shaped.

[0020] By adopting the above technical solution, steel beams can be selected according to specific construction conditions, thus offering wider adaptability. Furthermore, both longitudinal and transverse steel beams are made of standard-grade steel, facilitating replacement.

[0021] The present invention is further configured such that: the anchor can be plate-shaped or rod-shaped, and when the anchor is plate-shaped, a pad is provided at the bottom during casting.

[0022] By adopting the above technical solution, a pad is placed at the bottom of the anchor to prevent the anchor from sinking to the lower surface of the composite floor slab. This ensures that the anchor is positioned in the middle of the composite floor slab when it is poured into the composite floor slab, which can effectively improve the connection strength between the anchor and the composite floor slab, while also preventing the anchor from being exposed on the bottom surface of the composite floor slab.

[0023] The beneficial effects of this utility model are: By replacing disposable truss reinforcement with a hoisting steel frame, and detachably connecting the hoisting components to the hoisting steel frame in the composite floor slab, the composite floor slab can be lifted by the hoisting steel frame and achieve the same bending resistance as the truss reinforcement. At the same time, since the hoisting steel frame and the hoisting components are detachable, only a small number of hoisting components need to be poured during the composite floor slab pouring, avoiding the use of a large amount of truss reinforcement, thereby reducing the steel required for the composite floor slab pouring and reducing the manufacturing cost. Attached Figure Description

[0024] Figure 1 This is an exploded view of the present invention; Figure 2 This is a three-dimensional structural diagram of the present invention; Figure 3 This is a schematic diagram of the internal structure of a partially composite floor slab according to this utility model; Figure 4 This is a three-dimensional structural diagram of the hoisting component of this utility model; Figure 5 This is a three-dimensional structural diagram of the hoisting component in another embodiment of the present invention.

[0025] In the diagram: 1. Composite floor slab; 2. Lifting component; 210. Connecting part; 220. Embedded part; 230. Threaded hole; 240. Anchor; 3. Lifting steel frame; 310. Longitudinal steel beam; 320. Transverse steel beam; 330. Connecting section; 4. Spacer block; 5. Shear stirrup reinforcement; 6. Bottom reinforcement of slab. Detailed Implementation

[0026] To facilitate a clear understanding of the technical means, creative features, objectives, and effects of this utility model, the following description, in conjunction with specific illustrations, further elaborates on this utility model.

[0027] like Figure 1 and Figure 2As shown, a precast concrete slab demolding and hoisting structure without truss reinforcement includes a hoisting component 2. The hoisting component 2 includes an embedded part 220 integrally cast within the composite slab 1 and a connecting part 210 exposed outside the cast-in-place layer of the composite slab 1. The composite slab 1 is connected to a hoisting steel frame 3 via the hoisting component 2. Specifically, the hoisting steel frame 3 is connected to the connecting part 210 and is assembled from multiple steel beams. Multiple hoisting components 2 are included, cast within the composite slab 1, and detachably connected to the hoisting steel frame 3.

[0028] By employing lifting components 2 in conjunction with lifting steel frames 3, the traditional method of casting truss reinforcement is replaced. The lifting, transportation, and demolding of the composite floor slab 1 are all achieved through the connection between the lifting components 2 and the lifting steel frames 3, achieving the same technical effect as truss reinforcement. This ensures the composite floor slab 1 remains stable during lifting, preventing significant stress concentration. Furthermore, since the connection between the lifting components 2 and the lifting steel frames 3 is detachable, the lifting steel frames 3 can be reused, avoiding steel waste. Compared to the traditional method of directly casting truss reinforcement, this method uses a smaller number of lifting components 2 cast within the composite floor slab 1, reducing the steel required for processing the composite floor slab 1 and lowering its construction cost.

[0029] It should be noted that during the pouring of the composite floor slab 1, the hoisting component 2 is first fixed to the hoisting steel frame 3 with bolts, and the hoisting steel frame 3 is used to achieve positioning. Then, the hoisting component 2 is placed in the pouring area by controlling the movement of the hoisting steel frame 3, and then the composite floor slab 1 is poured into the pouring area.

[0030] Furthermore, such as Figure 3 and Figure 4 As shown, an anchor 240 is connected to the lower part of the embedded part 220, and the anchor 240 and the embedded part 220 are cast together in the composite floor slab 1. During the casting process, in order to ensure that the embedded part 220 and the anchor 240 are cast in the middle area of ​​the composite floor slab 1, a pad is usually placed under the anchor 240 to raise the entire anchor 240 to a certain height, thereby preventing the anchor 240 from sinking during the casting process. In other embodiments, the anchor 240 can also be fixed to the middle position of the embedded part 220, so that the bottom of the embedded part 220 is close to the bottom area of ​​the composite floor slab 1 when the embedded part 220 is cast, thereby ensuring that the anchor 240 is located in the middle position of the composite floor slab 1.

[0031] like Figure 3 As shown, when the composite floor slab 1 is poured, multiple bottom reinforcement bars 6 are poured inside, and the anchor 240 is set below the bottom reinforcement bars 6.

[0032] Specifically, there are two layers of bottom reinforcement bars 6. The bottom reinforcement bars 6 in the same layer are arranged parallel to each other, while the bottom reinforcement bars 6 in different layers are arranged perpendicular to each other. The two layers of bottom reinforcement bars 6 are cast overlappingly in the middle of the entire composite floor slab 1. The anchor 240 is cast below the bottom reinforcement bars 6 of the single layer.

[0033] By casting the anchor 240 below the bottom reinforcement 6 of the slab, the anchor 240 can be limited by the bottom reinforcement 6 of the slab, preventing the anchor 240 from moving in the vertical direction and improving the stability during the casting process. In addition, the anchor 240 is close to the bottom of the composite floor slab 1, ensuring that the composite floor slab 1 has sufficient punching shear bearing capacity at the lifting component 2 during hoisting, thereby ensuring that the lifting component 2 and the composite floor slab 1 have sufficient connection strength.

[0034] In a specific embodiment, the spacing between the bottom reinforcement bars 6 is generally between 100 and 250 mm, and the bottom anchor 240 is generally a square plate with a side length of 50 to 100 mm welded to the lower end of the embedded part 220.

[0035] Furthermore, such as Figure 2 As shown, several shear stirrups 5 are integrally cast on the composite floor slab 1, with the lower part of the shear stirrups 5 cast within 1 / 4 of the slab span from the support of the composite floor slab 1. The shear stirrups 5 can effectively improve the integrity of the composite floor slab 1 and the post-cast concrete composite layer, and improve the strength of the composite slab formed by the precast floor slab and the post-cast composite layer.

[0036] It should be noted that the concrete composite layer is an integral slab layer formed after the concrete of the composite floor slab 1 is poured.

[0037] like Figure 1 As shown, the hoisting steel frame 3 includes a longitudinal steel beam 310 and a transverse steel beam 320. The longitudinal steel beam 310 and the transverse steel beam 320 overlap each other to form the hoisting steel frame 3. The longitudinal steel beam 310 is connected to the connecting part 210, and the transverse steel beam 320 is set on the longitudinal steel beam 310.

[0038] Specifically, multiple sets of connection sections 330 are provided on the longitudinal steel beam 310, and each set of connection sections 330 has at least one connection hole. The connection part 210 is provided with threaded holes 230, and the hoisting steel frame 3 is connected to the connection part 210 by bolts.

[0039] In this embodiment, the longitudinal steel beam 310 and the transverse steel beam 320 are connected by bolts. A connecting block is welded between the connecting sections 330 of the longitudinal steel beam 310. A threaded through hole is provided in the middle of the connecting block. The connecting block on the longitudinal steel beam 310 and the long slot hole on the transverse steel beam 320 are connected in series by bolts, thereby realizing the connection between the longitudinal steel beam 310 and the transverse steel beam 320.

[0040] In another embodiment, the longitudinal steel beam 310 and the transverse steel beam 320 can also be directly connected by the lifting component 2 and bolts. The lifting component 2 is connected in series with the through hole on the longitudinal steel beam 310 and the long slot hole on the transverse steel beam 320 by bolts, thus directly completing the connection of the three components.

[0041] Furthermore, the longitudinal steel beam 310 and the transverse steel beam 320 can have box-shaped, I-shaped, H-shaped, channel-shaped, or L-shaped sections. The steel beams can be selected according to specific construction conditions, offering wider adaptability. Both the longitudinal steel beam 310 and the transverse steel beam 320 are made of standard-grade steel, facilitating replacement.

[0042] In another embodiment, such as Figure 5 As shown, the anchor 240 can also be rod-shaped. By opening a through hole at the bottom of the lifting component 2, the rod-shaped anchor 240 is inserted into the through hole to achieve a snap-fit ​​connection. The rod-shaped anchor 240 is located below the bottom reinforcement of the slab.

[0043] During the demolding and hoisting of the composite floor slab 1, the hoisting points are set on the longitudinal steel beams 310. Generally, four hoisting points are set, located at the ends of the longitudinal steel beams 310 on both sides. Each longitudinal beam must meet the bending, shear, and stability bearing capacity under the self-weight of the composite floor slab 1 during hoisting. The top of the longitudinal steel beam 310 at the mid-span is the compression zone, which is prone to instability under hoisting stress. The transverse steel beams 320 play a role in restraining the lateral instability of the longitudinal steel beams 310. On the other hand, generally more than two longitudinal steel beams 310 are set along the width of the slab. After the middle longitudinal steel beams 310 and the transverse steel beams 320 are connected as a whole by bolts, the transverse steel beams 320 can make full use of the stiffness and bearing capacity of the middle longitudinal steel beams 310, thereby improving the stiffness and crack resistance of the precast slab during hoisting, and thus improving the safety of the construction process.

[0044] The foregoing has shown and described the basic principles, main features, and advantages of this utility model. Those skilled in the art should understand that this utility model is not limited to the above embodiments, and various changes and modifications can be made without departing from the spirit and scope of this utility model. All such changes and modifications fall within the scope of protection claimed by this utility model. The scope of protection of this utility model is defined by the appended claims and their equivalents.

Claims

1. A precast floor panel demolding and hoisting structure without a trussing bar, characterized by, include: The hoisting component (2) includes an embedded part (220) integrally cast in the composite floor slab (1) and a connecting part (210) exposed outside the composite floor slab (1); The hoisting steel frame (3) is connected to the connecting part (210), and the hoisting steel frame (3) is assembled from multiple steel beams; The number of the hoisting components (2) is multiple, and they are cast into the composite floor slab (1) and are detachably connected to the hoisting steel frame (3).

2. The precast floor system without trussing and lifting without form stripping according to claim 1, wherein: An anchor (240) is provided at the lower end of the pre-embedded part (220).

3. The precast floor system without trussing and lifting without form stripping according to claim 2, characterized in that: When the composite floor slab (1) is poured, multiple bottom reinforcement bars (6) are poured inside, and the anchor (240) is set below the bottom reinforcement bars (6).

4. The precast floor system without trussing and lifting without form stripping according to claim 1, wherein: The composite floor slab (1) is integrally cast with a number of shear stirrups (5), and the lower part of the shear stirrups (5) is cast on at least both sides of the composite floor slab (1).

5. The precast floor system without trussing and lifting without form stripping according to claim 1, wherein: The hoisting steel frame (3) includes a longitudinal steel beam (310) and a transverse steel beam (320). The longitudinal steel beam (310) is connected to the connecting part (210), and the transverse steel beam (320) is disposed on the longitudinal steel beam (310).

6. The precast floor system without trussing and lifting without form stripping according to claim 1, wherein: The connecting part (210) is provided with a threaded hole (230), and the hoisting steel frame (3) is connected to the connecting part (210) by bolts.

7. The precast floor system without trussing and lifting without form stripping according to claim 5, wherein: The longitudinal steel beam (310) is provided with multiple sets of connection sections (330), and each set of connection sections (330) has at least one connection hole.

8. The precast floor system without trussing of claim 5, wherein: The longitudinal steel beam (310) and the transverse steel beam (320) can have box-shaped, I-shaped, H-shaped, channel-shaped, or L-shaped cross sections.

9. The precast floor system without trussing and lifting by stripping according to claim 2, characterized in that: The anchor (240) can be plate-shaped or rod-shaped. When the anchor (240) is plate-shaped, a pad (4) is provided at the bottom during casting.

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