An assembled ribbed floor hoisting forming structure

Abstract

This utility model discloses a prefabricated ribbed floor slab hoisting and forming structure, belonging to the field of building formwork. The structure includes a building formwork, a support assembly, a steel truss, and a hoisting assembly. The support assembly uses a non-full-span scaffolding with a central gap; the building formwork has flanges with hoisting slots and connection holes on its sides, which can be quickly connected into an array using fasteners; the steel truss spans the gap area and is erected on the flanges of two adjacent rows of formwork; the hoisting assembly includes an upper support, double-ended bolts, washers, and nuts, passing through the merged hoisting holes from top to bottom to transfer the formwork load to the steel truss, which is ultimately supported by the scaffolding on both sides. This utility model reduces the span of the steel truss by using a "span-for-support" approach, thus lowering its selection specifications and costs; the hoisting assembly is detachable and adjustable, offering flexible use; both the formwork and hoisting are prefabricated, greatly improving construction efficiency and reducing overall costs.

Description

Technical Field

[0001] This utility model relates to the field of building formwork technology, specifically to a prefabricated ribbed floor slab hoisting and forming structure. Background Technology

[0002] Traditional ribbed floor slabs are generally used in non-prefabricated buildings. The entire construction process is carried out on the construction site. Typically, a full-span scaffold is first erected below the construction surface as a basic support. Then, the process involves installing supports, installing main and secondary timber joists, adjusting the bottom elevation and arching of the ribbed floor slab, installing the formwork, and finally pouring concrete to complete the construction of the ribbed floor slab. This method is a typical construction process for non-prefabricated buildings.

[0003] Our company previously applied for a high-assembly-rate ribbed floor slab forming structure and construction method, and also applied for a utility model with the same name. The forming structure includes several mold shells and steel reinforcement suspension beams. The mold shells are provided with connection holes and lifting slots. The steel reinforcement suspension beams include a support part for support, a steel truss made of welded steel bars, a movable movable part, a second fastener threaded to the bottom of the movable part, and a support plate sleeved on the second fastener. This eliminates the need for floor decking, reduces material usage, and lowers costs. The steel reinforcement suspension beams serve as both lifting tools for the mold shells and reinforcement for the ribbed floor slab, improving the assembly rate and construction efficiency.

[0004] However, this method requires a large span of steel suspension beams, larger specifications, and slightly higher costs. Furthermore, the lifting components are prefabricated on the steel truss, making them less flexible to use. Additionally, the formwork is manually installed from bottom to top, resulting in slightly lower installation efficiency. Utility Model Content

[0005] The problem solved by this utility model is that the existing steel-reinforced suspension beams have a large span, require a large selection, have a slightly higher cost, are not flexible in use, and have a slightly lower installation efficiency. This utility model provides a prefabricated ribbed floor slab hoisting and forming structure that is lower in cost, more flexible in use, and has a higher installation efficiency.

[0006] This utility model is achieved through the following technical solution: a prefabricated ribbed floor slab hoisting and forming structure, comprising: a building formwork, a support assembly, a steel truss, and a hoisting assembly.

[0007] The supporting components are non-full-span scaffolding, which includes uprights, horizontal bars, top supports, steel pipes, and limiting blocks. One or more rows of uprights and corresponding horizontal bars are left empty in the middle. Each row of top supports supports at least two steel pipes, and limiting blocks are installed between the steel pipes. The steel pipes at least cover the empty space of the non-full-span scaffolding.

[0008] The building formwork is provided with a flange edge. The outer contour of the flange edge is rectangular. The vertical end face of the free end of the outer edge of the flange edge is the mating surface between the building formworks. The mating surface is provided with a lifting groove, which runs through the upper and lower surfaces of the flange edge. The mating surface is provided with a horizontal connecting hole, which is horizontally positioned and runs through the cavity of the building formwork to the mating surface, and is perpendicular to the mating surface.

[0009] The steel truss includes at least two lower chords and several web members, upper chords, and lower chord web members, welded together as a whole. The length of the steel truss is greater than or equal to the center distance between the uprights on both sides of the vacant space.

[0010] The lifting device assembly includes:

[0011] The upper support member is provided with a horizontal support part and an internal threaded connection part. The internal threaded connection part is provided with a vertically downward internal threaded hole. The bottom of the internal threaded connection part is provided with a horizontal abutment surface.

[0012] A double-ended screw, wherein the upper end of the double-ended screw is internally threaded to the upper support member, and the lower end of the double-ended screw is provided with one of the following structures to facilitate tool rotation and disassembly: both sides are flattened, an inner polygonal groove is provided, and the outer contour is set as an outer polygon;

[0013] A gasket, wherein the gasket is fitted onto the double-ended screw;

[0014] Nut, which is threadedly connected to the lower end of the double-ended screw;

[0015] During installation, the mating surfaces of two adjacent building formworks are tightly attached and fixedly connected by fasteners through the connection holes. Several building formworks are arranged in a formwork array, which is laid on steel pipes. The steel truss is arranged in several rows, placed parallel to each other on the flange edge of every two rows of adjacent building formworks, and at least covers the gaps in the scaffolding. The lower chord of the truss is kept from contacting the flange edge surface by pads or additional support parts.

[0016] The transverse contact surface of the formwork array is located above the gap between two steel pipes on the row of top supports. Two or four lifting slots are combined into one lifting hole. The double-headed screw passes through the lifting hole. The horizontal support part of the upper support is placed on the lower chord of the truss. The internal threaded connection part abuts against the upper surface of the flange of the building formwork. The gasket is tightened upward by the nut and abuts against the lower surface of the flange of the building formwork.

[0017] Furthermore, the horizontal support portion of the upper support member is placed at the connection node between the truss web member and the truss lower chord.

[0018] Furthermore, a gap is left at the connection between the two adjacent truss web members and the lower chord of the truss, and the width of the gap is not less than the width of the horizontal support part of the upper support member. The horizontal support part is placed on the lower chord of the truss and is located between the two adjacent truss web members.

[0019] Furthermore, the steel truss has two upper chords and also includes several upper chord web members. The upper chord, lower chord, web members, upper chord web members, and lower chord web members are welded into a rectangular or inverted trapezoidal truss.

[0020] Furthermore, the number of upper chords of the truss is one, and the steel truss is a triangular truss.

[0021] Furthermore, the building formwork has 2-4 lifting slots on each flange side.

[0022] Furthermore, the gasket is integrated into the nut, which is a flange nut.

[0023] Furthermore, the horizontal support and the internal threaded connection can slide relative to each other, and the upper end of the internal threaded connection is provided with a through hole, through which the horizontal support passes.

[0024] Furthermore, the vacancy in the non-full scaffolding can be a single continuous vacancy or multiple non-continuous vacancy spaces.

[0025] Another aspect of this utility model provides a method for hoisting and forming a prefabricated ribbed floor slab, employing the aforementioned prefabricated ribbed floor slab hoisting structure. The method specifically includes:

[0026] Pre-construction preparation: Prefabricate building formwork, steel truss, and lifting equipment components according to construction requirements;

[0027] Construction process:

[0028] Step 1: Erect the main beam scaffolding, lay the main beam formwork, and erect the support components according to the drawings. The support components are not full-span scaffolding. There is one or more rows of uprights and corresponding horizontal bars in the middle of the gap. Each row of top supports has at least two steel pipes. Limiting blocks are set between the steel pipes. The steel pipes must at least cover the gap of the scaffolding.

[0029] Step 2: Lay several building formwork shells in a rectangular array on the support components. The mating surfaces of two adjacent building formwork shells are in close contact and fixedly connected by fasteners through the connection holes. The lateral mating surfaces of the formwork shell array are located above the gap between two steel pipes on the row of top supports. Two or four hoisting slots are combined into one hoisting hole.

[0030] Step 3: Place multiple steel trusses in parallel on the flange edges of every two rows of adjacent building formwork, ensuring that they at least cover the gaps in the scaffolding. Use pads or additional supports to keep the lower chord of the truss from contacting the flange edge surface.

[0031] Step 4: Install the lifting assembly from top to bottom. The horizontal support part of the upper support is placed on the lower chord of the truss. The internal threaded connection part abuts against the upper surface of the flange of the building formwork. The double-ended screw passes through the lifting hole. The lower end of the double-ended screw extends out of the flange and is located between the two steel pipes. The space between the steel pipes is used for the installation of gaskets and nuts. The gasket is tightened upward by the nut and abuts against the lower surface of the flange of the building formwork.

[0032] Step 5: Tie the reinforcing bars, where the steel truss serves as part of the transverse reinforcing bars of the ribbed floor slab;

[0033] Step Six: Pour concrete and cure;

[0034] Step 7: After curing and shaping, dismantle the scaffolding. The double-ended screw can be removed by rotating it through a special structure at its lower end using a wrench or other tools. The dismantled scaffolding, fasteners, double-ended screws, washers, nuts, and building formwork can be reused.

[0035] The beneficial effects of this utility model are:

[0036] 1. This utility model includes a building formwork, a support assembly, a steel truss, and a lifting assembly. The support assembly is a non-full-span scaffold with a gap in the middle. The building formwork has flanges with lifting slots and connection holes on its sides, which can be quickly connected into an array using fasteners. The steel truss spans the gap area and is erected on the flanges. The lifting assembly includes an upper support, a double-ended bolt, a washer, and a nut. It passes through the combined lifting holes from top to bottom, transferring the load of the formwork to the steel truss, which is ultimately supported by the scaffolding on both sides. This utility model reduces the span of the steel truss by using the concept of "span instead of support," thereby reducing its selection specifications and costs, improving construction efficiency, and meeting the requirements of prefabricated construction.

[0037] 2. The lifting device assembly adopts a double-ended screw, and the two sides at the lower end of the double-ended screw are flattened, which can be disassembled and reused, improving the flexibility and economy of use.

[0038] 3. The steel truss of this utility model can be used as part of the floor slab reinforcement. The steel truss is a prefabricated component, which improves the speed of steel bar binding and enables rapid assembly of the overall structure, significantly improving construction efficiency.

[0039] 4. This utility model reduces the use of uprights and horizontal bars by using non-full-span scaffolding, thereby reducing support costs and shortening the scaffolding erection period.

[0040] 5. This utility model enables the building formwork to be quickly aligned and fixed through the flange edge and connecting holes, improving installation efficiency and preventing grout leakage. Attached Figure Description

[0041] Figure 1 This is a schematic diagram of the structure of the mold shell in Example 1 (top 3D view);

[0042] Figure 2 This is a schematic diagram of the structure of the mold shell in Example 1 (3D view from below).

[0043] Figure 3 This is a schematic diagram of the support component in Embodiment 1;

[0044] Figure 4 This is a schematic diagram of the steel truss structure in Example 1;

[0045] Figure 5 This is a schematic diagram of the lifting device assembly in Embodiment 1;

[0046] Figure 6 This is a schematic diagram of the erection of the main beam scaffolding and main beam mold in step one of the embodiments;

[0047] Figure 7 This is a schematic diagram of the support components being erected in step one of Embodiment 1;

[0048] Figure 8 This is a schematic diagram of the construction formwork being laid in step two of Example 1;

[0049] Figure 9 This is a schematic diagram of steps three and four in Example 1;

[0050] Figure 10 This is a front view of a prefabricated ribbed floor slab hoisting and forming structure as described in Embodiment 1 (with some obstructions removed).

[0051] Figure 11 This is a schematic diagram of the installation nodes of a prefabricated ribbed floor slab hoisting and forming structure as described in Embodiment 1;

[0052] Figure 12 for Figure 11 A magnified view of a portion of the image;

[0053] Figure 13 This is a front view of a prefabricated ribbed floor slab hoisting and forming structure as described in Embodiment 2;

[0054] Figure 14 This is a front view of a prefabricated ribbed floor slab hoisting and forming structure as described in Embodiment 3;

[0055] Figure 15This is a front view of a prefabricated ribbed floor slab hoisting and forming structure as described in Embodiment 4;

[0056] Figure 16 This is a schematic diagram of the lifting device assembly in Example 5;

[0057] Figure 17 This is a schematic diagram of the building formwork in Example 6.

[0058] In the picture:

[0059] 100. Building formwork; 101. Flange edge; 102. Fitting surface; 103. Lifting groove; 104. Connection hole;

[0060] 200. Support assembly; 201. Upright pole; 202. Horizontal bar; 203. Top support; 204. Steel pipe; 205. Limiting block;

[0061] 300. Steel truss; 301. Lower chord of truss; 302. Web member of truss; 303. Upper chord of truss; 304. Lower chord web member; 305. Upper chord web member; 306. Spacer block;

[0062] 400. Lifting device assembly; 401. Upper support component; 4011. Horizontal support part; 4012. Internal threaded connection part; 402. Double-ended screw; 403. Washer; 404. Nut;

[0063] 500. Main beam mold;

[0064] 600. Main beam scaffolding. Detailed Implementation

[0065] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0066] like Figure 1-12 As shown, a prefabricated ribbed floor slab hoisting and forming structure includes: a building formwork 100, a support assembly 200, a steel truss 300, and a hoisting assembly 400.

[0067] The support assembly 200 is a non-full-span scaffolding, built from the main beam scaffolding 600 on both sides towards the middle. The non-full-span scaffolding includes uprights 201, horizontal bars 202, top supports 203, steel pipes 204, and limiting blocks 205. There is a gap in the middle with one or more rows of uprights 201 and corresponding horizontal bars 202. In this solution, there are two gaps in the uprights 201. There are six rows of top supports 203 arranged horizontally, with four top supports 203 in each row. Each row of top supports 203 supports at least two steel pipes 204, which are used to support the formwork. Limiting blocks 205 are set between the steel pipes 204 to prevent two steel pipes 204 from touching each other, leaving operating space for the subsequent lifting assembly 400.

[0068] The building formwork 100 is provided with a flange edge 101. The outer contour of the flange edge 101 is rectangular. The vertical end face of the free end of the outer edge of the flange edge 101 is the mating surface 102 between the building formwork 100s. The mating surface 102 is provided with a lifting groove 103. The lifting groove 103 penetrates the upper and lower surfaces of the flange edge 101. The building formwork 100 has 2-4 lifting grooves 103 for a single flange edge 101. This solution has two. The mating surface 102 is provided with a horizontal connecting hole 104. The connecting hole 104 is horizontally positioned, penetrates from the cavity of the building formwork 100 to the mating surface 102, and is perpendicular to the mating surface 102.

[0069] The steel truss 300 is generally one of a triangle, rectangle, or inverted trapezoid. In this design, a rectangular steel truss 300 is used, including two lower chords 301, two upper chords 303, and several web members 302, upper chord web members 305, and lower chord web members 304, all welded together as a whole.

[0070] The length of the steel truss 300 is greater than or equal to the center distance between the uprights 201 on both sides of the vacancy. In this scheme, the length of the steel truss 300 is about 4200mm.

[0071] The lifting device assembly 400 includes:

[0072] The upper support member 401 is provided with a horizontal support part 4011 and an internal threaded connection part 4012. The internal threaded connection part 4012 is provided with a vertically downward internal threaded hole. The bottom of the internal threaded connection part 4012 is provided with a horizontal abutment surface.

[0073] The double-ended screw 402 has an internal thread connection between its upper end and the upper support member 401. The lower end of the double-ended screw 402 is provided with one of the following structures to facilitate tool rotation and disassembly: both sides are flattened, an inner polygonal groove is provided, and the outer contour is set as an outer polygon. In this solution, the lower end of the double-ended screw 402 has both sides flattened.

[0074] Gasket 403, wherein the gasket 403 is sleeved on the double-ended screw 402;

[0075] Nut 404 is threadedly connected to the lower end of the double-ended screw 402;

[0076] During installation, the mating surfaces 102 of two adjacent building formwork shells 100 are tightly attached and fixedly connected by fasteners through the connection holes 104. Several building formwork shells 100 are arranged as a formwork shell array, which is laid on steel pipes 204. The steel truss 300 is arranged in several rows, placed parallel to each other on the flange edges 101 of every two rows of adjacent building formwork shells 100, and at least covering the gaps in the scaffolding. The lower chord 301 of the truss is kept from contacting the surface of the flange edge 101 by pads 306 or additional support parts.

[0077] This solution reduces the use of uprights 201 and horizontal bars 202 by using non-full-span scaffolding, thus lowering support costs. The building formwork 100 achieves rapid alignment and fixation through flange edges 101 and connecting holes 104, improving installation efficiency and preventing grout leakage. The lifting assembly 400 uses double-ended bolts 402 and upper support members 401 to transfer the formwork load to the steel truss 300, and then the truss distributes the load to the scaffolding on both sides, avoiding the need for support under empty areas, thereby reducing the span of the steel truss 300 and allowing the use of smaller, lower-cost trusses. The lifting assembly 400 is detachable and reusable, improving flexibility and economy. The overall structure enables rapid assembly, significantly improving construction efficiency. Moreover, the steel truss 300 can be used as part of the floor slab reinforcement, and as a prefabricated component, it increases the speed of rebar tying.

[0078] Another aspect of this embodiment provides a method for hoisting and forming a prefabricated ribbed floor slab, employing the aforementioned prefabricated ribbed floor slab hoisting structure. The method specifically includes:

[0079] Pre-construction preparation: Complete the prefabrication of building formwork 100, steel truss 300, and lifting equipment assembly 400 according to construction requirements;

[0080] Construction process:

[0081] Step 1: Erect the main beam scaffolding 600, lay the main beam formwork 500, and erect the support components 200 according to the drawings. The support components 200 are not full-span scaffolding. There is a row or more rows of uprights 201 and corresponding horizontal bars 202 in the middle of the gap. At least two steel pipes 204 are supported on the top support 203 of each row. Limiting blocks 205 are set between the steel pipes 204. The steel pipes 204 at least cover the gap of the scaffolding.

[0082] Step 2: Lay several building formwork shells 100 in a rectangular array on the support component 200. The mating surfaces 102 of two adjacent building formwork shells 100 are tightly attached and fixedly connected by fasteners through the connecting holes 104. The transverse mating surfaces 102 of the formwork shell array are located above the gap between two steel pipes 204 on the row of top supports 203. The two lifting slots 103 are merged into one lifting hole.

[0083] This method achieves prefabricated construction through standardized and prefabricated components. The non-full-span scaffolding saves materials and time. The formwork can be quickly connected into a whole through the connecting holes 104, which improves the paving efficiency. The hoisting tools are installed from top to bottom, with ample operating space, which is simple and efficient. The steel truss 300 serves as both a hoisting load-bearing component and a floor slab reinforcement, making it multi-purpose and reducing the amount of steel reinforcement tied. All tool-type components can be disassembled and reused, which significantly reduces material waste and construction costs. The overall construction process is clear and efficient, greatly improving the assembly rate and construction efficiency.

[0084] Example 2, as follows Figure 13 As shown, the difference from Embodiment 1 is that the missing uprights 201 have four rows, and the steel truss 300 is 6600mm long. The span is larger, and the assembly rate is higher, but the steel truss 300 also requires a larger design, resulting in a slight increase in cost.

[0085] Example 3, as Figure 14 As shown, the difference from Embodiment 1 is that the gaps in the non-full-span scaffolding are multiple, discontinuous gaps. There are gaps on both the left and right sides. The steel truss 300 is a typical single unit with a length of 9000mm. This layout is equivalent to the steel truss 300 having three support points at both ends and the middle, reducing the suspended span and scaffolding requirements, while also allowing for lower specifications of the reinforcing steel. The support layout of this scheme can be flexibly designed as a continuous large span or a dispersed small span according to the floor slab span, load, and construction requirements. This maximizes the saving of scaffolding materials and reduces costs while ensuring safety, and provides more flexible utilization of the space below.

[0086] Example 4, as Figure 15 As shown, the difference from Embodiment 3 is that the gaps in the non-full-span scaffolding are multiple discontinuous gaps. There are gaps on both the left and right sides, and the steel truss 300 is two disconnected sections, maximizing the saving of scaffolding materials, reducing costs, and providing more flexible utilization of the space below.

[0087] Example 5, as Figure 16As shown, the horizontal support 4011 and the internally threaded connection 4012 can slide relative to each other. The upper end of the internally threaded connection 4012 is provided with a through hole, through which the horizontal support 4011 passes. The relative sliding between the upper support and the threaded connection allows the lifting device to be finely adjusted according to the actual position of the steel truss 300 during installation, adapting to different truss spacings or installation errors, thus improving the applicability and flexibility of the lifting device.

[0088] Example 6, as Figure 17 As shown, the lifting slots of the building formwork are 1 / 4 circular and located at the corners of the formwork flange. The four lifting slots are combined into one lifting hole. Using the lifting assembly of Embodiment 1, one lifting assembly simultaneously supports the corners of the four building formworks, thus lifting the building formwork.

[0089] In other embodiments, the truss has only one top chord, and the steel truss is a triangular truss.

[0090] In other embodiments, the gasket 403 is integrated into the nut 404, which is a flange nut 404. The flange nut 404 integrates the gasket 403 into one piece, reducing the number of parts, eliminating the need to align the gasket 403 separately during installation, simplifying the operation steps, improving installation efficiency, and ensuring sufficient bearing area.

[0091] In summary, the prefabricated ribbed floor slab hoisting and forming structure and method described in this utility model have the advantages of low cost, flexible use, and high installation efficiency.

[0092] 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 the above embodiments are only for illustrating the technical concept and characteristics of this utility model, and are intended to enable those skilled in the art to understand and implement the content of this utility model. They should not be used to limit the scope of protection of this utility model. All equivalent changes or modifications made in accordance with the spirit and essence of this utility model should be included within the scope of protection of this utility model.

Claims

1. A prefabricated ribbed floor slab hoisting and forming structure, characterized in that: It includes building formwork (100), support components (200), steel truss (300), and lifting equipment components (400). The support assembly (200) is a non-full-span scaffolding, which includes uprights (201), horizontal bars (202), top supports (203), steel pipes (204), and limiting blocks (205). One or more rows of uprights (201) and corresponding horizontal bars (202) are missing in the middle. Each row of top supports (203) is supported by at least two steel pipes (204). Limiting blocks (205) are provided between the steel pipes (204), and the steel pipes (204) at least cover the missing sections of the non-full-span scaffolding. The building formwork (100) is provided with a flange edge (101). The outer contour of the flange edge (101) is rectangular. The vertical end face of the free end of the outer edge of the flange edge (101) is the mating surface (102) between the building formwork (100). The mating surface (102) is provided with a lifting groove (103). The lifting groove (103) penetrates the upper and lower surfaces of the flange edge (101). The mating surface (102) is provided with a horizontal connecting hole (104). The connecting hole (104) is horizontally positioned, penetrates from the cavity of the building formwork (100) to the mating surface (102), and is perpendicular to the mating surface (102). The steel truss (300) includes at least two lower chords (301) and several web members (302), upper chords (303), and lower chord web members (304), which are welded together as a whole. The length of the steel truss (300) is greater than or equal to the center distance between the uprights (201) on both sides of the vacancy. The lifting device assembly (400) includes: The upper support member (401) is provided with a horizontal support part (4011) and an internal threaded connection part (4012). The internal threaded connection part (4012) is provided with a vertically downward internal threaded hole. The bottom of the internal threaded connection part (4012) is provided with a horizontal abutment surface. A double-ended screw (402) is provided with an internal thread connection between the upper end of the double-ended screw (402) and the upper support member (401). The lower end of the double-ended screw (402) is provided with one of the following structures that facilitate tool rotation and disassembly: the two sides are flattened, an inner polygonal groove is provided, and the outer contour is set as an outer polygon. Gasket (403), said gasket (403) is sleeved on the double-ended screw (402); Nut (404), said nut (404) is threaded to the lower end of the double-ended screw (402); During installation, the mating surfaces (102) of two adjacent building formworks (100) are tightly attached and fixedly connected by fasteners through the connecting holes (104). Several building formworks (100) are arranged as a formwork array, which is laid on steel pipes (204). The steel truss (300) is arranged in several rows, placed parallel to each other on the flange edge (101) of every two rows of adjacent building formworks (100), and at least covering the gaps in the scaffolding. The lower chord (301) of the truss is kept from contacting the surface of the flange edge (101) by pads (306) or additional support provided by itself. The transverse mating surface (102) of the mold array is located above the gap between the two steel pipes (204) on the row of top supports (203). Two or four lifting slots (103) are combined into one lifting hole. The double-headed screw (402) passes through the lifting hole. The horizontal support part (4011) of the upper support (401) is placed on the lower chord (301) of the truss. The internal threaded connection part (4012) abuts against the upper surface of the flange edge (101) of the building mold (100). The gasket (403) is tightened upward by the nut (404) and abuts against the lower surface of the flange edge (101) of the building mold (100).

2. The prefabricated ribbed floor slab hoisting and forming structure according to claim 1, characterized in that: The horizontal support portion (4011) of the upper support member (401) is placed at the connection node between the truss web member (302) and the truss lower chord (301).

3. The prefabricated ribbed floor slab hoisting and forming structure according to claim 2, characterized in that: There is a gap at the connection between the two adjacent truss web members (302) and the lower chord (301) of the truss. The gap width is not less than the width of the horizontal support part (4011) of the upper support member (401). The horizontal support part (4011) is placed on the lower chord (301) of the truss and is located between the two adjacent truss web members (302).

4. The prefabricated ribbed floor slab hoisting and forming structure according to claim 1, characterized in that: The steel truss (300) has two upper chords (303) and also includes several upper chord web members (305). The upper chord (303), lower chord (301), web members (302), upper chord web members (305), and lower chord web members (304) are welded into a rectangular or inverted trapezoidal truss.

5. The prefabricated ribbed floor slab hoisting and forming structure according to claim 2, characterized in that: Furthermore, the steel truss (300) has one upper chord (303), and the steel truss (300) is a triangular truss.

6. The prefabricated ribbed floor slab hoisting and forming structure according to claim 1, characterized in that: The building formwork (100) has 2-4 lifting slots (103) on each flange edge (101).

7. The prefabricated ribbed floor slab hoisting and forming structure according to claim 1, characterized in that: The gasket (403) is integrated on the nut (404), which is a flange nut (404).

8. The prefabricated ribbed floor slab hoisting and forming structure according to claim 1, characterized in that: The horizontal support (4011) and the internal threaded connection (4012) can slide relative to each other. The upper end of the internal threaded connection (4012) is provided with a through hole, through which the horizontal support (4011) passes.

9. The prefabricated ribbed floor slab hoisting and forming structure according to claim 1, characterized in that: The vacancy in the non-full scaffolding can be a single continuous vacancy or multiple non-continuous vacancy spaces.

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