Prestress integrated support-free large-span laminated slab

Abstract

The invention relates to the technical field of fabricated buildings, in particular to a prestressed integrated support-free large-span laminated slab which comprises a concrete bottom slab and further comprises prestressed steel bars embedded in the concrete bottom slab, the prestressed steel bars are arranged in the length direction of the slab, and anchoring structures are arranged at the ends of the prestressed steel bars; the steel framework assembly and the concrete bottom plate are integrally formed in a pouring mode, and the steel framework assembly is composed of a rectangular steel pipe on the lower portion and C-shaped channel steel on the upper portion. Through cooperative stress of the steel skeleton assembly and the prestressed steel bars, optimization of a stress path is achieved, the prestress effectively counteracts pull-down stress caused by self weight and loads, and the steel skeleton assembly provides extremely high bending resistance and shear stiffness, so that large-span support-free and secondary beam canceling can be achieved, and the space utilization rate is effectively increased; one-time integral pouring is adopted between the steel skeleton assembly and the concrete bottom plate, and the problem of weak new and old concrete interface caused by a traditional process is solved.

Description

Technical Field

[0001] This invention relates to the field of prefabricated building technology, specifically to a prestressed integrated, support-free, large-span composite slab. Background Technology

[0002] Prefabricated buildings are constructed by assembling prefabricated components and accessories on-site using machinery. They offer advantages such as high quality, high efficiency, and rapid construction, improving construction efficiency and reducing environmental pollution at construction sites. Composite floor slabs, as a key component in prefabricated buildings, are characterized by material savings, convenient and quick construction, and environmental friendliness.

[0003] The current prefabricated floor slab system mainly suffers from the following pain points: the span without support is limited, with most solutions only covering up to 4.2 meters. Larger spans require the addition of secondary beams or temporary supports, affecting space utilization and construction efficiency; the traditional "layered pouring of the base slab plus upper ribs" process results in weak shear strength at the interface between the old and new concrete, making it prone to cracking and leakage; to meet the requirements of bidirectional load-bearing, the cast-in-place layer needs to be fully covered with steel mesh, resulting in low material utilization and high costs; pipelines need to be slotted later, damaging the structure; and existing joint structures cannot effectively adapt to the bidirectional load-bearing requirements of large-span steel-concrete systems.

[0004] Existing patents, such as those with publication numbers CN215858485U and CN216949000U, mainly focus on optimizing a single performance aspect and fail to systematically solve the aforementioned challenges in synergistic coordination of span, cost, integrity, and efficiency. Therefore, this application proposes a prestressed integrated support-free large-span composite slab to address these issues. Summary of the Invention

[0005] The purpose of this invention is to provide a prestressed integrated support-free large-span composite slab to overcome the above-mentioned shortcomings in the prior art.

[0006] To achieve the above objectives, the present invention provides the following technical solution: a prestressed integrated support-free large-span composite slab, comprising a concrete base slab, and further comprising: prestressed steel bars embedded in the concrete base slab, wherein the prestressed steel bars are arranged along the length of the slab, and the ends of the prestressed steel bars are provided with anchoring structures. A steel frame assembly integrally cast with the concrete base slab, the steel frame assembly being composed of a lower rectangular steel pipe and an upper C-shaped channel steel; The joint structure set on the side of the concrete base slab includes a joint reinforcement bar extending obliquely from the side of the slab. One end of the joint reinforcement bar is anchored inside the concrete base slab or below the rectangular steel pipe, and the other end is bent upwards to be used to cross and anchor the joint reinforcement bar on the opposite side in the post-cast concrete layer when adjacent composite slabs are spliced.

[0007] Preferably, the rectangular steel pipe and the C-shaped channel steel are separate structures, and are connected by double-sided edge welding.

[0008] Preferably, the rectangular steel pipe and the C-shaped channel steel are an integral structure and are formed by bending.

[0009] Preferably, the bottom of the rectangular steel pipe is provided with a rectangular groove, and ribs are formed between adjacent rectangular grooves. Anti-pull-out ribs are welded on the ribs. Anti-slip ribs are welded to the portions of the rectangular steel pipe inside the concrete base slab on both sides. Through holes are provided to the portions of the rectangular steel pipe outside the concrete base slab on both sides.

[0010] Preferably, the C-shaped channel steel is internally welded with transverse reinforcing ribs and vertical reinforcing ribs at intervals, and a steel mesh is placed on top of the transverse reinforcing ribs.

[0011] Preferably, the prestressed steel bars are evenly distributed in the concrete base slab, and the anchorage structure at the end of the prestressed steel bars is flush with the end side of the concrete base slab.

[0012] Preferably, the bending angle of the splice reinforcement is 45°-60°, and its vertical length extending from the concrete base plate is 70-90mm, and its horizontal extension length is 70-90mm.

[0013] Preferably, the anchoring structure includes an anchor seat, which is embedded in the end of the concrete base plate; the anchor seat is provided with an anchor cup inside, and the anchor cup is provided with a clamp for anchoring the prestressed steel bars in the anchor cup.

[0014] Preferably, an adjusting seat is rotatably mounted inside the anchoring seat, and an axial adjusting component is provided inside the adjusting seat, which is connected to the anchor cup via the axial adjusting component.

[0015] Preferably, the axial adjustment assembly includes a transmission screw, which is connected to the adjustment seat; and a transmission sleeve, which is fixedly connected to the anchor cup and helically connected to the transmission screw; when the transmission screw is driven to rotate, it drives the transmission sleeve to move axially.

[0016] In the above technical solution, the beneficial effects of the present invention are as follows: the stress path is optimized by the synergistic force distribution of the steel frame assembly and the prestressed steel reinforcement. The prestress effectively offsets the downward stress caused by the self-weight and load, while the steel frame assembly provides extremely high bending and shear stiffness, thereby enabling large-span support-free construction, eliminating secondary beams, and effectively improving space utilization. The steel frame assembly and the concrete base slab are cast integrally in one go, eliminating the problem of weak interface between new and old concrete caused by traditional processes, significantly improving the interface shear strength, and fundamentally eliminating the risk of cracking and leakage at the bottom of the slab. The joint reinforcement at the joint structure is bent at the optimal angle and cross-anchored to the post-cast layer, forming a rigid node that can effectively transfer lateral bending moment, replacing the full-coverage mesh in the traditional process, and achieving a significant cost reduction.

[0017] It should be understood that the foregoing general description and the following detailed description are exemplary and illustrative only, and are not intended to limit this disclosure.

[0018] This application provides an overview of various implementations or examples of the technology described in this disclosure, and is not a full disclosure of the entire scope or all features of the disclosed technology. Attached Figure Description

[0019] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in this invention. For those skilled in the art, other drawings can be obtained based on these drawings.

[0020] Figure 1 This is a schematic diagram of the overall three-dimensional structure of the present invention; Figure 2 This is a schematic diagram of a cross-sectional view of the present invention; Figure 3 This is a schematic diagram of the structure on the rectangular steel tube of the present invention; Figure 4 This is a schematic diagram of the internal structure of the C-shaped channel steel of the present invention; Figure 5 This is a schematic diagram of the structure of the present invention, which is formed by integrally bending a rectangular steel tube and a C-shaped channel steel. Figure 6 This is a schematic diagram of the overall structure of the anchoring structure of the present invention; Figure 7 This is a schematic diagram of the cross-section of the anchoring structure of the present invention; Figure 8 This is a schematic diagram of the structure of the adjustment seat and the anchor seat of the present invention. Figure 9 This is a schematic diagram of the axial adjustment component of the present invention.

[0021] Explanation of reference numerals in the attached figures: In the diagram: 1. Concrete base slab; 2. Steel frame assembly; 21. Rectangular steel pipe; 22. C-shaped channel steel; 3. Anti-slip rib; 4. Pull-out rib; 5. Rectangular channel; 6. Wire hole; 7. Reinforcing plate; 8. Horizontal reinforcing rib; 9. Vertical reinforcing rib; 10. Steel mesh; 11. Prestressed steel bar; 12. Jointed steel bar; 13. Anchoring structure; 131. Anchor seat; 132. Adjusting seat; 133. Adjusting ring tooth; 134. Axial adjustment assembly; 1341. Positioning seat; 1342. Transmission screw; 1343. Transmission sleeve; 1344. Transmission gear; 1345. Limiting hinge arm; 135. Anchor cup; 136. Clamping plate; 137. Return spring. Detailed Implementation

[0022] To make the objectives, technical solutions, and advantages of the embodiments of this disclosure clearer, the technical solutions of the embodiments of this disclosure will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this disclosure. All other embodiments obtained by those skilled in the art based on the described embodiments of this disclosure without creative effort are within the scope of protection of this disclosure.

[0023] Please see Figure 1-9 The present invention provides a technical solution: a prestressed integrated support-free large-span composite slab, including a concrete base slab 1, and further including: prestressed steel bars 11 embedded in the concrete base slab 1, the prestressed steel bars 11 being arranged along the length of the slab, and the ends of the prestressed steel bars 11 being provided with anchoring structures 13. The steel frame component 2 is integrally cast with the concrete base slab 1. The steel frame component 2 is composed of a lower rectangular steel pipe 21 and an upper C-shaped channel steel 22. The joint structure set on the side of the concrete base slab 1 includes a joint reinforcement 12 extending obliquely from the side of the slab. One end of the joint reinforcement 12 is anchored inside the concrete base slab 1 or below the rectangular steel pipe 21, and the other end is bent upwards to be cross-anchored with the joint reinforcement 12 on the opposite side in the post-cast concrete layer when adjacent composite slabs are spliced.

[0024] Specifically, the number of rows and cross-sectional dimensions of the steel frame component 2 are determined according to the design span. Rectangular steel pipes 21 and C-shaped channel steel 22 are formed by double-sided edge welding or direct bending. Rectangular grooves 5 are opened at 300-500mm intervals at the bottom of the rectangular steel pipes 21, and anti-pull-out ribs 4 are welded to the ribs between adjacent rectangular grooves 5. Anti-slip ribs 3 are welded at predetermined positions on the sidewalls of the rectangular steel pipes 21, and threading holes 6 are opened. Reinforcing plates 7 are welded at the threading holes 6. Transverse reinforcing ribs 8 and vertical reinforcing ribs 9 are welded at 300-500mm intervals inside the C-shaped channel steel 22, and steel mesh 10 is laid on the transverse reinforcing ribs 8. The prepared steel frame component is then assembled... Component 2 is fixed in the casting mold, and the bottom of the rectangular steel pipe 21 is inserted into the concrete base slab by 12-3cm. Then, prestressed steel bars 11 are arranged in the mold at intervals of 200-300mm. At the same time, splicing steel bars 12 with a bending angle of 55° are fixed at the set position. C40-C50 concrete is used for one-time integral casting. The concrete fills the area of ​​the concrete base slab 1, the area where the rectangular steel pipe 21 is inserted into the concrete base slab 1, and the interior of the C-shaped channel steel 22, forming an integrated structure in which the concrete base slab 1 and the steel frame component 2 are tightly connected. After curing to the specified strength, prestressing is performed and anchored through the anchoring structure 13.

[0025] Compared with existing technologies, this invention optimizes the stress path through the coordinated force distribution of the steel frame component 2 and the prestressed steel bars 11. The prestress effectively offsets the downward stress caused by self-weight and load, while the steel frame component 2 provides extremely high bending and shear stiffness, thus enabling large-span supportless construction, eliminating secondary beams, and effectively improving space utilization. The steel frame component 2 and the concrete base slab 1 are integrally cast in one go, eliminating the weak interface between new and old concrete caused by traditional processes, significantly improving the interface shear strength, and fundamentally eliminating the risk of cracking and leakage at the bottom of the slab. The joint steel bars at the joint structure are bent at the optimal angle and cross-anchored to the post-cast layer, forming a rigid node that can effectively transfer lateral bending moments, replacing the full-coverage mesh in traditional processes, and achieving a significant cost reduction.

[0026] In one embodiment of the present invention, the rectangular steel pipe 21 and the C-shaped channel steel 22 are separate structures and are connected by double-sided edge welding. Specifically, the steel frame component 2 adopts a closed hollow frame formed by double-sided edge welding of the rectangular steel pipe 21 and the C-shaped channel steel 22, replacing the traditional steel truss or single steel section, and utilizes the tensile and compressive strength advantages of steel to achieve an optimized balance between stiffness and weight; the steel frame component 2 is made of Q235 or Q345 material and has a hot-dip galvanized surface treatment.

[0027] In another embodiment of the present invention, the rectangular steel pipe 21 and the C-shaped channel steel 22 are integral structures and are formed by bending. Specifically, the steel frame assembly 2 is formed by bending and retains the same cross-sectional dimensions as the welded assembly, which ensures the structural strength of the steel frame assembly 2 while significantly reducing the processing difficulty of the steel frame assembly 2. It should be noted that when the steel frame assembly 2 is prepared by bending, the rectangular steel pipe 21 and the C-shaped channel steel 22 are in a connected state. In order to avoid the concrete blocking the through hole 6 during pouring, a through steel pipe is welded between the through holes 6 on both sides inside the rectangular steel pipe 21.

[0028] As a preferred embodiment, the bottom of the rectangular steel pipe 21 is provided with rectangular grooves 5, and ribs are formed between adjacent rectangular grooves 5. Anti-pull-out ribs 4 are welded onto the ribs. Anti-slip ribs 3 are welded to the portions of the rectangular steel pipe 21 located inside the concrete base slab 1 on both sides. Through holes 6 are provided on the portions of the rectangular steel pipe 21 located outside the concrete base slab 1 on both sides. Specifically, the wall thickness of the rectangular steel pipe 21 is 3mm, and the cross-section is 50mm × 30mm. The cross-sectional dimensions can be adjusted according to the span. The spacing of the bottom rectangular grooves 5 is 300-500mm, which facilitates the entry of concrete into the rectangular steel pipe 21 along the rectangular grooves 5 during pouring. 1. Inside, the rectangular steel pipe 21 and the concrete base slab 1 are cast as a single unit; the pull-out reinforcement 4 is 20cm long and is inserted 2-3cm into the concrete base slab 1 during casting to form a fixed structure, so that the pull-out bearing capacity meets the requirements of no support; the anti-slip reinforcement 3 is 5cm long and is anchored in the concrete base slab 1 to prevent the concrete base slab 1 from slipping when under stress; 3-4 sets of wire holes 6 are opened at 5-20cm from both ends of the rectangular steel pipe 21 to facilitate subsequent wiring. At the same time, in order not to affect the strength of the rectangular steel pipe 21, a steel plate with the same height as the rectangular steel pipe 21 and a thickness of 2-3mm is welded at the wire hole 6.

[0029] As a preferred technical solution in this embodiment, the C-shaped channel steel 22 is internally welded with transverse reinforcing ribs 8 and vertical reinforcing ribs 9 at intervals, and a steel mesh 10 is placed on top of the transverse reinforcing ribs 8. Specifically, the wall thickness of the C-shaped channel steel 22 is 2mm, the cross section is 100mm×50mm, a set of transverse reinforcing ribs 8 and vertical reinforcing ribs 9 are welded every 300mm in the channel, and a steel mesh 10 is placed on the transverse reinforcing ribs 8 to enhance the bonding force between the C-shaped channel steel 22 and the concrete.

[0030] As a preferred technical solution in this embodiment, the prestressed steel bars 11 are evenly arranged in the concrete base slab 1, and the anchorage structure 13 at the end of the prestressed steel bars 11 is flush with the end side of the concrete base slab 1. Specifically, the prestressed steel bars 11 are arranged at intervals of 200mm in the concrete base slab 1, using 1570 / 1670 grade low-relaxation steel strands with a diameter of 5-9mm, and the tension control stress is 1395Mpa. The prestressed steel bars 11 bear the longitudinal tensile force of the large span, while the steel frame assembly 2 bears the transverse bending and shear resistance. The two have a clear division of labor and cooperate in bearing the force, so that the 3-8m large span does not require temporary support. The prestressing only focuses on the longitudinal force and does not interfere with the transverse joint force transmission, avoiding the redundancy of the single system.

[0031] As a preferred technical solution in this embodiment, the bending angle of the splice reinforcement 12 is 45°-60°, its vertical length extending from the concrete base slab 1 is 70-90mm, and its horizontal extension length is 70-90mm. Specifically, a splice structure is provided on the side of the concrete base slab 1, and the splice reinforcement 12 is bent upward at a 55° angle near the splice side, extending 80mm from the base slab and horizontally extending 80mm. After the adjacent slabs are closely spliced, the reinforcement on both sides are staggered and intersected, and the ends are anchored to the post-cast concrete layer to form a strong node to transfer the lateral bending moment. It replaces the full-length steel mesh, saves 30%-50% of the cast-in-place reinforcement, improves the bidirectional force efficiency by 20%, and the force transfer loss of the splice is ≤10%.

[0032] As can be seen from the above embodiments, the prestressed steel bar 11 is anchored in the concrete base slab 1 through the anchoring structure 13. However, due to deformation caused by concrete shrinkage, creep or temperature changes, as well as impacts from transportation and hoisting, the prestress of the prestressed steel bar 11 is easily lost, resulting in the prestress of the prestressed steel bar 11 not meeting the standard during the construction of the composite slab. Therefore, the following embodiments are proposed to solve the above problems.

[0033] In another embodiment of the present invention, the anchoring structure 13 includes an anchor seat 131, which is embedded in the end of the concrete base slab 1; the anchor seat 131 is provided with an anchor cup 135, and the anchor cup 135 is provided with a clamp 136 for anchoring the prestressed steel bar 11 in the anchor cup 135. Specifically, in this embodiment, there are two sets of anchoring structures 13, and the two sets of anchoring structures 13 are evenly distributed at the end of the anchor cup 135. When the concrete base slab 1 is poured, after the prestressed steel bar 11 passes through the anchoring structure 13, the anchoring structure 13 is embedded in the end of the concrete base slab 1 as a whole, and the end of the anchoring structure 13 is flush with the end of the concrete base slab 1, so as to avoid the anchoring structure 13 extending too far beyond the end of the concrete base slab 1 and affecting the transportation efficiency.

[0034] As a preferred technical solution in this embodiment, an adjusting seat 132 is rotatably mounted inside the anchor seat 131. An axial adjusting component 134 is provided inside the adjusting seat 132 and is connected to the anchor cup 135 via the axial adjusting component 134. Specifically, an adjusting ring tooth 133 is provided on the inner wall of the adjusting seat 132; a return spring 137 is movably fitted on the outside of the adjusting seat 132. The anchor seat 131 and the adjusting seat 132 near the outlet are provided with mutually cooperating conical surfaces, and an adjusting part is provided on the conical surface. When a secondary adjustment of the prestress of the prestressed steel bar 11 is required, the adjusting seat 132 is pulled out along the inside of the anchor seat 131 against the elastic force of the return spring 137, so that the prestress on the adjusting seat 132... The adjustment section is exposed. By using a wrench or other tools to lock the adjustment section in position, the adjustment seat 132 can be rotated. Through the axial adjustment component 134, the axial position of the anchor cup 135 can be adjusted, thereby achieving secondary adjustment of the prestress of the prestressed steel bar 11. After the prestressed steel bar 11 is adjusted, the adjustment seat 132 is retracted back into the anchor seat 131 by the elastic force of the return spring 137. This prevents the structural component from exceeding the end of the concrete base plate 1. At the same time, through the cooperation between the conical surface of the anchor seat 131 and the adjustment seat 132, and by the elastic force applied to the adjustment seat 132 by the return spring 137, the position of the adjustment seat 132 can be restricted, thereby ensuring the stability of the position of the anchor cup 135 after adjustment.

[0035] As a preferred embodiment, the axial adjustment assembly 134 includes a transmission screw 1342, which is connected to the adjustment seat 132; a transmission sleeve 1343, which is fixedly connected to the anchor cup 135 and screwed to the transmission screw 1342; when the transmission screw 1342 is driven to rotate, it drives the transmission sleeve 1343 to move axially. Specifically, the axial adjustment assembly 134 also includes a positioning seat 1341, which is fixedly installed on the bottom of the inner side of the anchor seat 131, and the transmission screw 1342 is rotatably installed on the positioning seat 1341; a transmission gear 1344 is fixedly fitted in the middle of the transmission screw 1342, and the transmission gear 1344 meshes with the adjustment ring gear 133; and a limiting hinge arm 1345. One end of the adjusting seat 132 is hinged to the positioning seat 1341, and the other end is hinged to the transmission sleeve 1343. When the adjusting seat 132 is driven to rotate, it is driven by the adjusting ring gear 133, thereby driving the transmission gear 1344 and the transmission screw 1342 to rotate, which in turn drives the transmission sleeve 1343 and the anchor cup 135 to move axially, thereby realizing the secondary adjustment of the prestress of the prestressed steel bar 11. It should be noted that the anchor cup 135 is fixedly connected to the two sets of transmission sleeves 1343 and is restricted by the two sets of transmission sleeves 1343, the transmission screw 1342, and the positioning seat 1341. When the anchor cup 135 is adjusted, it can only move axially, thereby avoiding the prestressed steel bar 11 from twisting due to the rotation of the anchor cup 135.

[0036] All electrical components involved in this application are existing technologies. Those skilled in the art can select appropriate models of electrical components according to their needs. No restrictions or elaborations are made here. Those skilled in the art understand their connection methods. With the help of those skilled in the art, all electrical components in this application and their compatible power supplies can be connected by wires. And according to the actual situation, appropriate controllers can be selected to meet control requirements.

[0037] The foregoing has only described certain exemplary embodiments of the present invention by way of illustration. Undoubtedly, those skilled in the art can modify the described embodiments in various ways without departing from the spirit and scope of the present invention. Therefore, the foregoing drawings and descriptions are illustrative in nature and should not be construed as limiting the scope of protection of the claims of the present invention.

Claims

1. A prestressed integrated support-free large-span composite slab comprising a concrete bottom plate (1), characterized in that, Also include: Pre-embedded in the concrete bottom plate (1) prestressed steel (11), the prestressed steel (11) is arranged along the plate length direction, and the prestressed steel (11) end is provided with anchoring structure (13); The steel skeleton assembly (2) is integrally poured and formed with the concrete bottom plate (1), and the steel skeleton assembly (2) is composed of a lower rectangular steel pipe (21) and an upper C-shaped channel steel (22); The joint structure arranged on the side of the concrete bottom plate (1) includes a joint steel bar (12) extending obliquely from the side of the plate, one end of the joint steel bar (12) is anchored inside the concrete bottom plate (1) or below the rectangular steel pipe (21), the other end is bent upward, and is used for crossing the joint steel bar (12) on the opposite side and being anchored in the post-cast concrete layer when the adjacent laminated plates are spliced.

2. The prestressed integrated free-supporting large-span composite slab according to claim 1, characterized in that, The rectangular steel pipe (21) and the C-shaped channel steel (22) are a split structure and are connected by double-sided edge welding.

3. The prestressed integrated free-standing large-span composite slab according to claim 1, characterized in that, The rectangular steel pipe (21) and the C-shaped channel steel (22) are an integral structure and are formed by bending.

4. The prestressed integrated free-standing large-span composite slab according to claim 2 or 3, characterized in that, The bottom of the rectangular steel pipe (21) is provided with a rectangular groove (5), ribs are formed between adjacent rectangular grooves (5), and anti-pulling bars (4) are welded on the ribs, the portions of the two sides of the rectangular steel pipe (21) inside the concrete bottom plate (1) are welded with anti-skid bars (3), and the portions of the two sides of the rectangular steel pipe (21) outside the concrete bottom plate (1) are provided with threading holes (6).

5. The prestressed integrated free-standing large-span composite slab according to claim 2 or 3, characterized in that, The inside of the C-shaped channel steel (22) is welded with transverse reinforcing bars (8) and vertical reinforcing bars (9) at intervals, and the top of the transverse reinforcing bar (8) is provided with a steel mesh (10).

6. The prestressed integrated free-standing large-span composite slab according to claim 1, characterized in that, The prestressed steel (11) is uniformly arranged in the concrete bottom plate (1), and the anchoring structure (13) at the end of the prestressed steel (11) is flush with the end side of the concrete bottom plate (1).

7. The prestressed integrated free-standing large-span composite slab according to claim 1, characterized in that, The bending angle of the joint steel bar (12) is 45°-60°, the vertical length of the joint steel bar (12) extending from the concrete bottom plate (1) is 70-90mm, and the horizontal extension length is 70-90mm.

8. The prestressed integrated free-standing large-span composite slab according to claim 1, characterized in that, The anchoring structure (13) includes an anchoring seat (131) pre-embedded in the end of the concrete bottom plate (1), the inside of the anchoring seat (131) is provided with an anchor cup (135), and the inside of the anchor cup (135) is provided with a clamping piece (136) for anchoring the prestressed steel (11) in the anchor cup (135).

9. The prestressed integrated free-standing large-span composite slab according to claim 8, characterized in that, The inside of the anchoring seat (131) is rotatably installed with an adjusting seat (132), the inside of the adjusting seat (132) is provided with an axial adjusting assembly (134), and the adjusting seat (132) is drivingly connected with the anchor cup (135) through the axial adjusting assembly (134).

10. The prestressed integrated free-standing large-span composite slab of claim 9, wherein, The axial adjusting assembly (134) includes a transmission screw (1342) drivingly connected with the adjusting seat (132), a transmission sleeve (1343) fixedly connected with the anchor cup (135) and screw-connected with the transmission screw (1342), and the transmission screw (1342) driven to rotate drives the transmission sleeve (1343) to move axially.

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