Stiffening integrated plate, stiffening integrated laminated plate, stiffening integrated laminated beam plate structure and construction method of stiffening integrated laminated beam plate structure

Abstract

The invention provides a stiffened integrated plate, a stiffened integrated laminated plate, a stiffened integrated laminated beam-slab structure and a construction method thereof, and belongs to the field of fabricated buildings, the stiffened integrated plate comprises a hollow plate body and a plate rib connecting piece, a prestressed steel strand is tensioned in the hollow plate body, a plurality of holes are formed in the hollow plate body at intervals in the plate width direction, and plate ribs are formed on the side portions of the holes; the plate rib connecting pieces are at least embedded and installed in the plate rib direction of the hollow plate body, at least one plate rib connecting piece is located at the end of the hollow plate body, a post-pouring cavity capable of being poured firmly is formed in each plate rib connecting piece, post-pouring structural ribs are arranged in the post-pouring cavities, and the plate rib connecting pieces penetrate through additional shear-resistant ribs at the plate thickness center line position to form a post-pouring structure. The pre-stressed steel strand penetrates through the constraint inverted arch, the plate rib connecting piece is matched with the plate rib through the cavity after solid pouring to form a stiffening hidden beam, and the pre-stressed steel strand and the additional anti-shearing rib are connected into a whole, so that the structural safety and the anti-shearing performance are greatly improved.

Description

Technical Field

[0001] This invention belongs to the field of prefabricated buildings, and in particular relates to a stiffened integrated plate, a stiffened integrated composite plate, a stiffened integrated composite beam-slab structure and its construction method. Background Technology

[0002] SP slabs (prestressed concrete hollow slabs) adopt the process and trademarked technology of SPANCRETE Corporation in the United States. Its core feature is the design of prestressed steel strands throughout the core. The slab height ranges from 100mm to 380mm, with a marked span of up to 18m. Different fire resistance and stress requirements are achieved through the thickness of the protective layer (25mm / 40mm) and the composite layer (SPD slab). EHC slabs (extruded prestressed hollow slabs) are produced using an automated extrusion process. The center position of the prestressing tendons at the bottom of the slab is divided into two types: 35mm and 45mm. The geometric dimensions are precise and the density is high. They are suitable for seismic fortification of the same level, but local reinforcement is required after cutting. The connection nodes in high-intensity areas require special design.

[0003] However, the existing technology has the following drawbacks: 1. None of them were equipped with shear reinforcement, posing a risk of shear failure. The shear resistance was insufficient, resulting in brittle failure and posing a significant safety hazard. 2. The cavities in both are not conducive to later decoration, as drilling during decoration can easily hit the holes.

[0004] 3. Only one steel strand can be placed under the rib, and no steel strand can be placed between the ribs. This reinforcement method fixes the position of the steel strand, which restricts the designer's forward reinforcement logic (reinforcement according to the load), resulting in only reverse reinforcement (reverse arrangement of load size based on existing reinforcement), which limits the promotion and application of the technology.

[0005] 4. The interlocking between the steel strand and the concrete is not restrained, posing a safety risk.

[0006] 5. No horizontal reinforcement was provided, and the width of all slabs was 1.2 meters, limiting the application scenarios of the slab to only one width.

[0007] 6. No additional shear reinforcement was provided at the ends of the slab and the connection with the beam, posing a potential safety hazard in shear resistance.

[0008] 7. Buildings without thermal insulation and soundproofing features.

[0009] Therefore, this invention came into being.

[0010] It should be noted that the information disclosed in the background section of this invention is intended only to enhance the understanding of the general background of this invention, and should not be construed as an admission or in any way implying that the information constitutes prior art known to those skilled in the art. Summary of the Invention

[0011] One objective of this invention is to provide a hollow slab with high structural safety. The second objective of this invention is to propose a hollow composite plate with high structural safety; The third objective of this invention is to propose a beam-slab structure that is both structurally safe and easy to install; The fourth objective of this invention is to propose a construction method for beam-slab structures that is both structurally safe and easy to install; To achieve one of the above objectives, the present invention first provides a stiffened integrated board, comprising: A hollow slab body, wherein the hollow slab body is provided with multiple holes spaced apart along the width direction of the slab body, and the sides of the holes form ribs; the hollow slab body 1 is tensioned with prestressed steel strands in the length direction of the slab body. The plate rib connector is embedded in the direction of the plate rib of the hollow slab, and at least one plate rib connector is located at the end of the hollow slab. The plate rib connector has a post-cast cavity that can be filled. The post-cast cavity is provided with post-cast structural reinforcement. The plate rib connector forms a stiffening hidden beam with the plate rib by filling the post-cast cavity. The plate rib connector has a first through hole at the center line of the thickness of the hollow slab that connects to the post-cast cavity. Additional shear reinforcement is installed in the first through hole. The prestressed steel strands pass through the plate rib connector and are constrained and arched.

[0012] Preferably, the hollow slab body is defined as a top structural layer above the hole and a bottom structural layer below it; the top structural layer contains top structural ribs, and the bottom structural layer contains bottom structural ribs; the bottom of the rib connector is located in the bottom structural layer, and the prestressed steel strand is at least a first prestressed steel strand located in the bottom structural layer below the rib, passing through the rib connector and being constrained by an inverted arch.

[0013] Preferably, the rib connector includes a first body and a second body, the first body being embedded in the rib direction of the hollow slab, and the second body being connected to the first body and also embedded in the bottom structural layer of the slab; the post-cast cavity is formed at least within the first body, and the first prestressed steel strand passes through the second body.

[0014] Preferably, the post-cast cavity includes a first post-cast chamber and a second post-cast chamber that are interconnected; the first post-cast chamber is formed within the first body, and the second post-cast chamber is formed within the second body.

[0015] Preferably, the second body has a second through hole in the same direction as the first through hole, and the first prestressed steel strand passes through the second through hole and is constrained and arched by the second body.

[0016] Preferably, the second main body is provided with a third through hole in a different direction from the second through hole, and a structural reinforcement is inserted through the third through hole. The structural reinforcement presses against the first prestressed steel strand to restrain the reverse arch.

[0017] Preferably, the post-cast structural reinforcement includes at least tie bars, and the top structural reinforcement includes at least longitudinal top structural reinforcement in the same direction as the first prestressed steel strand. The top and bottom of the tie bars are respectively connected to the longitudinal top structural reinforcement and the first prestressed steel strand.

[0018] Preferably, the system also includes inter-rib connectors, which are embedded in the bottom structural layer of the slab and located between adjacent slab ribs. The inter-rib connectors are provided with a fourth through hole in the same direction as the second through hole. The prestressed steel strands are further implemented as second prestressed steel strands, which are located in the bottom structural layer between the slab ribs. The second prestressed steel strands pass through the fourth through hole and are constrained and arched by the inter-rib connectors.

[0019] The technical effects of the above-mentioned technical solutions of the present invention arise from one or more of the following combinations: This scheme involves inserting additional shear reinforcements through the plate-rib connector at the center line of the plate thickness, inserting them into the post-cast cavity of the plate-rib connector, and constraining them with a reverse arch by prestressed steel strands. The plate-rib connector, through the filling of the post-cast cavity, forms a stiffened hidden beam with the plate rib, connecting the prestressed steel strands and additional shear reinforcements into a whole, thereby significantly improving the structural safety and shear resistance.

[0020] This solution uses rib connectors to install the top structural longitudinal reinforcement bars above the ribs, which, together with the first prestressed steel strands below the ribs, form a whole. This allows the stiffening beam tie bars to be used with single-limb stirrups, thus forming a steel cage structure for the stiffening beam, fundamentally overcoming the deficiency of traditional hollow slabs lacking shear-resistant tie bars.

[0021] The prestressed steel strands (first and second prestressed steel strands) work together with the bottom structural reinforcement to transform the risk of brittle shear failure of the slab into a more ductile bending-shear composite stress mode, which significantly improves the load-bearing capacity and seismic performance of the slab, thereby greatly enhancing the structural safety and shear resistance.

[0022] The rib connector integrates the first prestressed steel strand, additional shear reinforcement, and hollow slab structural reinforcement (the top structural longitudinal reinforcement can be threaded through the rib connector) into a whole, increasing overall robustness and restraining the deformation of the prestressed steel strand, thus greatly improving structural strength and shear resistance.

[0023] The rib connectors and their internally pre-installed post-cast structural reinforcement (such as tie bars) form a stiffening hidden beam integrated with the slab after post-casting. This is equivalent to adding reinforcing ribs at the weak points (hole sides) of the hollow slab, improving the overall stiffness and mid-span bending capacity of the slab, and is especially suitable for large-span slabs. This form of built-in stiffening hidden beam optimizes the stress system.

[0024] The plate-rib connector features a first and second main body design. When the second main body has a second through hole, the first prestressed steel strand can be threaded through it. This solves the problems of difficulty in controlling the arching of prestressed tendons during tensioning and the difficulty in ensuring the thickness of the protective layer in traditional processes, ensuring the construction quality and effectiveness of the prestressed system, and facilitating the precise positioning and restraint of the prestressed tendons.

[0025] Compared to traditional SP boards, where prestressed steel strands cannot be installed at the weakest point below the holes, the design of the inter-board connector allows for the installation of a second prestressed steel strand at this weakest point, which is then constrained by the inter-board connector.

[0026] To achieve the above two objectives, the present invention provides a stiffened integrated composite plate, including the aforementioned stiffened integrated plate, wherein a cast-in-place layer is provided on the stiffened integrated plate.

[0027] Preferably, the post-cast cavity is connected to the cast-in-place space of the cast-in-place layer and is integrally cast by the cast-in-place layer.

[0028] Preferably, the top of the plate rib connector extends into the cast-in-place layer to form an elevation control point for the cast-in-place layer.

[0029] The technical effects of the above-mentioned technical solutions of the present invention arise from one or more of the following combinations: The post-cast cavity of the rib connector is connected to the space of the upper cast-in-place layer, so that the post-cast concrete not only forms a composite layer, but also simultaneously fills the interior of the rib connector, forming a continuous stiffened hidden beam that runs through the precast and cast-in-place layers. This "interlocking" connection greatly enhances the shear resistance of the composite surface, avoids the common interface slippage problem of composite slabs, and achieves a perfect mechanical combination of precast and cast-in-place construction.

[0030] The top of the rib connector can extend into the cast-in-place layer, directly serving as an elevation control point for the thickness of the cast-in-place layer. This ingenious design simplifies the construction process, eliminates the need for additional elevation control components, ensures uniform thickness of the cast-in-place layer, and improves the flatness of the floor slab.

[0031] To achieve the above three objectives, the present invention provides a stiffened integrated composite beam-slab structure, including a structural beam and the stiffened integrated composite slab; the additional shear reinforcement is connected to the structural beam.

[0032] Preferably, the structural beam is a composite beam, which includes a precast beam portion and a composite beam portion. The stiffened integrated composite slab is supported on one side of the composite beam, and the additional shear reinforcement extends into the composite beam portion. The cast-in-place layer is connected to the composite beam portion to form a cast-in-place beam-slab joint.

[0033] Preferably, the additional shear reinforcement includes at least a first additional shear reinforcement segment and a second additional shear reinforcement segment. The first additional shear reinforcement segment is embedded in the slab rib along the length of the slab and extends into the post-cast cavity of the slab rib connector. One end of the second additional shear reinforcement segment is connected to the first additional shear reinforcement segment through the first through hole and in conjunction with a connecting sleeve, and the other end extends into the beam overlap portion.

[0034] The technical effects of the above-mentioned technical solutions of the present invention arise from one or more of the following combinations: In this application, the additional shear reinforcement is "anchored" within the slab through rib connectors and extends directly to the post-cast area of ​​the beam (especially the composite portion of a composite beam). After the joint area is integrally cast in place, the additional shear reinforcement becomes a key component for transferring shear force at the slab ends, forming a reliable rigid joint. This changes the traditional simply supported load-bearing mode of hollow slabs, improves the overall integrity and spatial stiffness of the floor slab, and achieves a rigid and efficient connection between the beam and slab joints.

[0035] In traditional processes, strengthening the connection at the slab ends often requires chiseling away the precast concrete at the slab ends to accommodate the reinforcing bars, which damages the structure and is inefficient. This solution, through the insertion of additional shear reinforcement (which can be connected by threads or sleeves), achieves non-destructive installation, is convenient to construct, ensures quality control, simplifies the installation process, and avoids damage to the ends of the precast slabs.

[0036] This structure organically integrates precast hollow slabs, precast composite beams, and cast-in-place joint zones into a single system, thereby increasing the depth of prefabrication of the main structure. It conforms to the design concept of "fewer specifications and more combinations" in prefabricated buildings, which is conducive to standardized design and industrialized production, and promotes the integrated design of prefabricated buildings. To achieve the above four objectives, the present invention also provides a construction method for a stiffened integrated composite beam-slab structure, comprising the following steps: A prefabricated stiffened integrated plate is prepared by placing the plate rib connector on the forming mold of the hollow plate body. When the hollow plate body is reinforced, the post-cast structural reinforcement is arranged. The plate rib connector is embedded and installed in the plate rib direction of the hollow plate body as the hollow plate body is formed, and at least one plate rib connector is located at the end of the hollow plate body. The stiffening integrated plate is hoisted and supported on the side of the structural beam. The additional shear reinforcement is inserted through the first through hole of the plate rib connector located at the center line of the plate thickness of the hollow plate, and the additional shear reinforcement is kept inserted into the post-cast cavity. The stiffened integrated composite slab is reinforced with structural reinforcement of a cast-in-place layer, and the additional shear reinforcement is extended lapped to the structural beam. Cast-in-place molding involves integrally casting the stiffened integrated composite slab and the structural beam joints with the cast-in-place layer, ensuring that at least the post-cast cavity inside the slab rib connector is filled.

[0037] The technical effects of the above-mentioned technical solutions of the present invention arise from one or more of the following combinations: The construction process (prefabrication → hoisting → reinforcement placement → overall casting) is logically clear. The plate-rib connectors are embedded in the factory during the prefabrication stage, achieving refined production; on-site work only involves hoisting, reinforcement insertion, and casting, significantly reducing wet work, increasing construction speed, and minimizing the impact of weather.

[0038] The positioning and installation of key components (plate-rib connectors) and main reinforcing bars (post-cast structural bars, prestressed tendons) are all completed on the factory formwork, resulting in quality far superior to on-site manual operation. On-site installation focuses on the installation of shear reinforcement, a simple process that is easy to inspect and accept. This forward-moving quality control ensures high reliability.

[0039] Because the slab itself has increased stiffness and forms an effective connection with the beam through shear reinforcement, the temporary support system may be reduced or simplified during the installation phase, saving materials and labor, and reducing construction costs.

[0040] This method takes into account structural safety (shear reinforcement), functionality (easy decoration), construction efficiency (assembly), and economic benefits (reduced supports and reduced losses), making it a construction method for prefabricated hollow core slab and floor system with high promotion value. Attached Figure Description

[0041] Figure 1 The diagram illustrates the structure of the stiffened integrated board of the present invention.

[0042] Figure 2 It expresses Figure 1 A magnified view of a portion of the image.

[0043] Figure 3 A schematic diagram illustrating the reinforcement structure of the stiffening integrated plate of the present invention is shown.

[0044] Figure 4 It expresses Figure 3 A magnified view of a portion of the image.

[0045] Figure 5The image shows an end side view of the stiffened integrated board of the present invention.

[0046] Figure 6 The side view shows the end reinforcement of the stiffening integrated plate of the present invention.

[0047] Figure 7 The diagram illustrates two structural designs of the plate-rib connector in this invention.

[0048] Figure 8 This diagram illustrates the structure of the interrib connector in this invention.

[0049] Figure 9 The diagram illustrates the nodes of the stiffened integrated composite beam-slab structure of the present invention.

[0050] The components are as follows: 1. Hollow slab; 10. Holes; 100. Cast-in-place layer; 11. Slab ribs; 12. Tie bars; 13. Top structural layer of slab; 131. Top structural reinforcement of slab; 1311. Top longitudinal reinforcement of slab; 14. Bottom structural layer of slab; 141. Bottom structural reinforcement of slab; 15. Construction reinforcement; 2. Slab rib connectors; 20. Post-cast cavity; 2a. Elevation control point; 21. First main body; 22. Second main body; 23. First through hole; 24. Second through hole; 31. First prestressed steel strand; 32. Second prestressed steel strand; 4. Inter-rib connectors; 40. Fourth through hole; 5. Additional shear reinforcement; 51. First additional shear reinforcement segment; 52. Second additional shear reinforcement segment; 61. Precast beam part; 62. Overlapping beam part; 7. Connecting sleeve; 8. Functional materials. Detailed Implementation

[0051] The following description is provided to enable those skilled in the art to implement and use the invention and adapt it to specific application contexts. Various modifications and uses in different applications will be readily apparent to those skilled in the art, and the general principles defined herein are applicable to a wide range of embodiments. Therefore, the invention is not limited to the embodiments given herein, but should be granted the broadest scope consistent with the principles and novel features disclosed herein.

[0052] In the following detailed description, numerous specific details are set forth to provide a more thorough understanding of the invention. However, it will be apparent to those skilled in the art that practice of the invention is not necessarily limited to these specific details. In other words, well-known structures and devices are shown in block diagram form without being depicted in detail to avoid obscuring the invention.

[0053] Readers should note all documents and references submitted concurrently with this specification and open to public inspection, the contents of which are incorporated herein by reference. Unless otherwise expressly stated, all features disclosed in this specification (including any appended claims, abstracts, and drawings) may be replaced by alternative features for the same, equivalent, or similar purposes. Therefore, unless explicitly stated otherwise, each disclosed feature is merely one example of a set of equivalent or similar features.

[0054] Note that, where used, the markings left, right, front, back, top, bottom, front, back, clockwise, and counterclockwise are merely for convenience and do not imply any specific fixed direction. In fact, they are used to reflect the relative position and / or orientation between different parts of an object. Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0055] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0056] Note that, in practice, "further," "preferably," "even further," and "more preferably" are simply starting points for describing another embodiment based on the foregoing embodiments. The combination of the content following "further," "preferably," "even further," or "more preferably" with the foregoing embodiments constitutes the complete configuration of another embodiment. Any combination of several "further," "preferably," "even further," or "more preferably" settings following the same embodiment can form yet another embodiment.

[0057] The present invention will now be described in detail with reference to the accompanying drawings and specific embodiments. It should be noted that the aspects described below with reference to the accompanying drawings and specific embodiments are merely exemplary and should not be construed as limiting the scope of protection of the present invention in any way.

[0058] "And / or" in parallel: means "both A and B"; "or" in alternative: means "either A or B"; "and / or" in combination: means "both A and B, and either A or B".

[0059] Structural Example 1: Please combine Figures 1-8This embodiment provides a stiffened integrated plate, which includes a hollow plate body 1 and plate rib connectors 2. Specifically, the hollow plate body 1 has multiple holes 10 spaced apart along the width direction, and the sides of the holes 10 form plate ribs 11. The hollow plate body 1 is tensioned with prestressed steel strands in the length direction. The plate rib connectors 2 are at least embedded in the direction of the plate ribs 11 of the hollow plate body 1, and at least one plate rib connector 2 is located at the end of the hollow plate body 1. The plate rib connector 2 has a post-cast cavity 20 that can be filled. The plate rib connector 2 forms a stiffened hidden beam by filling the post-cast cavity 20 and cooperating with the plate ribs 11. The plate rib connector 2 is located at the center line of the thickness of the hollow plate body 1 and has a first through hole 23 communicating with the post-cast cavity 20. An additional shear reinforcement 5 passes through the first through hole 23. The prestressed steel strands of the hollow plate body 1 pass through the plate rib connector 2 and are constrained and arched. The additional shear reinforcement 5 is used for shear resistance in beam-slab structures.

[0060] In this embodiment, the prestressed steel strand is at least implemented as a first prestressed steel strand 31, which is located in the bottom structural layer 14 below the rib 11. The first prestressed steel strand 31 passes through the rib connector 2 and is constrained and arched. Due to the presence of the rib connector 2, multiple first prestressed steel strands 31 can be set and constrained to prevent deformation compared to conventional technology.

[0061] On the other hand, the structural reinforcement at the top of the hollow slab 1 passes through the top of the slab rib connector 2, and the first prestressed steel strand 31 passes through the slab rib connector 2 and is constrained to arch. The slab rib connector 2 acts as a tie bar (stirrup), so that after the post-cast cavity 20 is poured, it cooperates with the slab rib 11 to form a continuous stiffened hidden beam.

[0062] In this embodiment, the rib connector 2, in conjunction with the rib 11, forms a stiffening hidden beam for the hollow slab 1, thereby improving the structural strength of the hollow slab 1. Preferably, the rib connector 2 is installed at intervals along the length of the rib 11. A portion of the multiple rib connectors 2 are located at the rib between two adjacent holes 10, i.e., the middle section of the hollow slab 1; or, a portion are located on the side of the hollow slab 1, i.e., the side rib of the hole 10 closest to the edge of the slab. Alternatively, the rib 11 of the hollow slab 1 can be defined as the middle rib and the edge rib, with multiple rib connectors 2 spaced at intervals along the length of each rib 11. As a preferred option, at least one rib connector 2 is provided at the end of each rib 11 for subsequent installation of additional shear reinforcement 5.

[0063] As those skilled in the art would recognize, the holes 10 in the hollow slab 1 can generally be filled with functional material 8 to achieve thermal insulation and sound insulation effects, while simultaneously reducing the slab's self-weight. In contrast, prestressed tendons need to be installed above and / or below the holes 10 to compensate for the structural strength loss caused by the holes 10.

[0064] Therefore, in this embodiment, the portion of the hollow slab 1 above the hole 10 is defined as the top structural layer 13, and the portion below it is defined as the bottom structural layer 14. The top structural layer 13 contains top structural reinforcement 131, and the bottom structural layer 14 contains bottom structural reinforcement 141. Furthermore, the top and bottom structural reinforcement 131 are conventional techniques for hollow slabs. Common SP slabs use prestressed reinforcement instead, resulting in excessively thick protective layers for the top and bottom structural layers 13 and 14, and posing a risk of brittle shear failure in the design. However, in this application, the rib connector 2 serves to restrain the anti-arching effect, and the internal post-cast reinforcement, combined with the rib 11, forms a stiffening hidden beam, thus avoiding this drawback. Furthermore, the top structural reinforcement 131 consists of longitudinal and transverse top structural reinforcement 1311 and transverse top structural reinforcement, with the longitudinal reinforcement 1311 penetrating the slab rib connector 2; the bottom structural reinforcement 141 consists of longitudinal and transverse bottom structural reinforcement and transverse bottom structural reinforcement, which, together with the first prestressed steel strand 31 described later, transform the risk of brittle shear failure of the slab into a more ductile bending-shear composite stress mode, significantly improving the load-bearing capacity and seismic performance of the slab, thereby greatly enhancing the structural safety and shear resistance.

[0065] It should be noted that prestressed tendons can also be used for the top structural reinforcement 131 and the bottom structural reinforcement 141 of the slab. However, to prevent the prestressed tendons from arching, the top structural layer 13 and the bottom structural layer 14 of the traditional SP slab must maintain a certain thickness. During the hoisting or paving of the precast slab, the top surface is under pressure while the bottom surface is under tension. Therefore, a first prestressed steel strand 31 is often separately installed at the bottom for pre-tensioning. Specifically, the bottom structural layer 14 has a first prestressed steel strand 31 tensioned along the length of the slab. This first prestressed steel strand 31 passes through the slab rib connector 2 and is constrained to arch.

[0066] As a preferred embodiment of this first embodiment, please refer to... Figure 5 and Figure 7 The rib connector 2 includes a first body 21 and a second body 22. The first body 21 is embedded in the direction of the rib 11 of the hollow slab 1, and the second body 22 is connected to the first body 21 and also embedded in the bottom structural layer 14 of the slab. A post-cast cavity 20 is formed at least within the first body 21. Further, the post-cast cavity 20 includes a first post-cast chamber and a second post-cast chamber that are interconnected (the two are not shown in the figures, but their structure and function can be understood from the description); the first post-cast chamber is formed within the first body 21, and the second post-cast chamber is formed within the second body 22. The first body 21 has an opening connecting to the internal first post-cast chamber, facilitating subsequent internal pouring. The second body 22 has a second through hole 24 in the same direction as the first through hole 23, through which the first prestressed steel strand 31 passes, i.e., the camber constraint of the first prestressed steel strand 31 is achieved through the rib connector 2. More preferably, please refer to... Figure 4 and Figure 6 The second main body 22 is provided with a third through hole in a different direction from the second through hole 24. A structural rib 15 is inserted into the third through hole and presses against the first prestressed steel strand 31. Furthermore, both ends of the structural rib 15 pass through the second main body 22 and are bolted to the bottom structural layer 14 of the slab. In a specific implementation, the number of second through holes 24 can be set to three, that is, three first prestressed steel strands 31 can be inserted into the second main body 22, which is different from the arrangement of existing SP slabs.

[0067] Regardless of whether the post-cast cavity 20 is preferably implemented as a first post-cast chamber and a second post-cast chamber, post-cast structural reinforcement can be provided within the post-cast cavity 20. As a preferred embodiment, the rib 11 has rib structural reinforcement along its length, formed by the top rib structural reinforcement 131 and the bottom rib structural reinforcement 141 in conjunction with tie rods 12. Similarly, the post-cast structural reinforcement also includes at least tie rods 12 located within the post-cast cavity 20. Correspondingly, the top rib structural reinforcement 131 includes at least a top longitudinal structural reinforcement 1311 in the same direction as the first prestressed steel strand 31. The top and bottom of the tie rods 12 are respectively connected to the top longitudinal structural reinforcement 1311 and the first prestressed steel strand 31. In this case, the top longitudinal structural reinforcement 1311 and the first prestressed steel strand 31 respectively form the upper and lower longitudinal reinforcements of the stiffened hidden beam, while the tie rods 12 are clamped between them to form the post-cast structural reinforcement (thus forming the reinforcing cage of the stiffened hidden beam). Preferably, the tie rod is a single-limb hoop.

[0068] Alternatively, holes can be made in the longitudinal reinforcement of the post-cast structural reinforcement in the first main body 21 and the second main body 22 of the plate-rib connector 2, and the upper and lower longitudinal reinforcements of the post-cast cavity 20 can be set separately and overlapped with the plate-rib structural reinforcement, so that the plate-rib connector 2 and the plate rib 11 form a continuous stiffened hidden beam structure.

[0069] In the above embodiments, the positional relationship between the longitudinal rib 1311 of the top structure and the plate rib connector 2 can also be achieved by making holes in the plate rib connector 2, especially the first main body 21, or by achieving spatial avoidance.

[0070] Furthermore, the top elevation of the rib connector 2 can be flush with the hollow plate 1. Figure 1 (This can be visually demonstrated), or when used in composite slabs, the elevation control point 2a, which is higher than the hollow slab body 1, serves as the 100m elevation control point for the cast-in-place layer of the composite slab. After the post-cast cavity 20 of the rib connector 2 is filled, a shear key is simultaneously formed in the hollow slab body 1. In specific implementation, after the additional shear reinforcement 5 is inserted and installed, the top of the rib connector 2 is opened, and the internal post-cast cavity 20 is filled.

[0071] As a preferred embodiment of this example, please refer to Figure 5 , Figure 6 and Figure 8 This embodiment also includes an inter-rib connector 4, which is embedded in the bottom structural layer 14 of the slab. The inter-rib connector 4 has a fourth through hole 40 in the same direction as the second through hole 24. Compared with the traditional SP slab, due to the presence of the hole 10, it is not possible to set prestressed steel strands in the inter-ribs (i.e., the weak position below the hole 10). However, this embodiment can set them by means of the constraint anti-arch principle of the inter-rib connector 4. Furthermore, between the slab ribs 11, that is, at the weakest point below the hole 10, the prestressed steel strands can also be implemented as second prestressed steel strands 32. The second prestressed steel strands 32 are located in the bottom structural layer 14 between the slab ribs 11. The second prestressed steel strands pass through the fourth through hole 40 and are constrained and arched by the inter-rib connector 4.

[0072] Specifically, a second prestressed steel strand 32 is inserted into the fourth through hole 40 along the length of the hollow slab 1. In practice, there is only one fourth through hole 40, meaning that one second prestressed steel strand 32 can be installed between the ribs, which is not possible with traditional SP slabs.

[0073] In a preferred embodiment of this invention, the plate-rib connector 2 and the inter-rib connector 4 are steel pipes. Furthermore, the first body 21 and the second body 22 of the plate-rib connector 2 are both steel pipes, and their interiors respectively form a first post-casting chamber and a second post-casting chamber that are interconnected. Specifically, when multiple plate-rib connectors 2 are positioned between two adjacent holes 10, the first body 21 and the second body 22 are T-shaped; when the plate-rib connector 2 is located on the side of the hollow plate 1, i.e., on the side of the hole 10 closest to the plate edge, the first body 21 and the second body 22 are L-shaped. Even further, square steel pipes are preferred.

[0074] Structural Example 2: Please refer to Figures 1-8 and combined Figure 9 This embodiment provides a stiffened integrated composite plate, including a stiffened integrated plate (described in structural embodiment 1), on which a cast-in-place layer 100 is provided.

[0075] The stiffened integrated slab includes a hollow slab body 1 and rib connectors 2. Specifically, the hollow slab body 1 has multiple holes 10 spaced apart along its width, and the sides of the holes 10 form ribs 11. Prestressed steel strands are tensioned in the length direction of the hollow slab body 1. The rib connectors 2 are at least embedded in the direction of the ribs 11 of the hollow slab body 1, and at least one rib connector 2 is located at the end of the hollow slab body 1. The rib connector 2 has a post-cast cavity 20 that can be filled. The rib connector 2, through filling the post-cast cavity 20, cooperates with the ribs 11 to form a stiffened hidden beam. The rib connector 2 is located at the center line of the thickness of the hollow slab body 1 and has a first through hole 23 connecting to the post-cast cavity 20. An additional shear reinforcement 5 passes through the first through hole 23. The prestressed steel strands of the hollow slab body 1 pass through the rib connector 2 and are constrained and arched. The additional shear reinforcement 5 is used for shear resistance in the beam-slab structure.

[0076] In this embodiment, the prestressed steel strand is at least implemented as a first prestressed steel strand 31, which is located in the bottom structural layer 14 below the rib 11. The first prestressed steel strand 31 passes through the rib connector 2 and is constrained and arched. Due to the presence of the rib connector 2, multiple first prestressed steel strands 31 can be set and constrained to prevent deformation compared to conventional technology.

[0077] On the other hand, the structural reinforcement at the top of the hollow slab 1 passes through the top of the slab rib connector 2, and the first prestressed steel strand 31 passes through the slab rib connector 2 and is constrained to arch. The slab rib connector 2 acts as a tie bar (stirrup), so that after the post-cast cavity 20 is poured, it cooperates with the slab rib 11 to form a continuous stiffened hidden beam.

[0078] In this embodiment, the rib connector 2, in conjunction with the rib 11, forms a stiffening hidden beam for the hollow slab 1, thereby improving the structural strength of the hollow slab 1. Preferably, the rib connector 2 is installed at intervals along the length of the rib 11. A portion of the multiple rib connectors 2 are located at the rib between two adjacent holes 10, i.e., the middle section of the hollow slab 1; or, a portion are located on the side of the hollow slab 1, i.e., the side rib of the hole 10 closest to the edge of the slab. Alternatively, the rib 11 of the hollow slab 1 can be defined as the middle rib and the edge rib, with multiple rib connectors 2 spaced at intervals along the length of each rib 11. As a preferred option, at least one rib connector 2 is provided at the end of each rib 11 for subsequent installation of additional shear reinforcement 5.

[0079] As those skilled in the art would recognize, the holes 10 in the hollow slab 1 can generally be filled with functional material 8 to achieve thermal insulation and sound insulation effects, while simultaneously reducing the slab's self-weight. In contrast, prestressed tendons need to be installed above and / or below the holes 10 to compensate for the structural strength loss caused by the holes 10.

[0080] Therefore, in this embodiment, the portion of the hollow slab 1 above the hole 10 is defined as the top structural layer 13, and the portion below it is defined as the bottom structural layer 14. The top structural layer 13 contains top structural reinforcement 131, and the bottom structural layer 14 contains bottom structural reinforcement 141. Furthermore, the top and bottom structural reinforcement 131 are conventional techniques for hollow slabs. Common SP slabs use prestressed reinforcement instead, resulting in excessively thick protective layers for the top and bottom structural layers 13 and 14, and posing a risk of brittle shear failure in the design. However, in this application, the rib connector 2 serves to restrain the anti-arching effect, and the internal post-cast reinforcement, combined with the rib 11, forms a stiffening hidden beam, thus avoiding this drawback. Furthermore, the top structural reinforcement 131 consists of longitudinal and transverse top structural reinforcement 1311 and transverse top structural reinforcement, with the longitudinal reinforcement 1311 penetrating the slab rib connector 2; the bottom structural reinforcement 141 consists of longitudinal and transverse bottom structural reinforcement and transverse bottom structural reinforcement, which, together with the first prestressed steel strand 31 described later, transform the risk of brittle shear failure of the slab into a more ductile bending-shear composite stress mode, significantly improving the load-bearing capacity and seismic performance of the slab, thereby greatly enhancing the structural safety and shear resistance.

[0081] It should be noted that prestressed tendons can also be used for the top structural reinforcement 131 and the bottom structural reinforcement 141 of the slab. However, to prevent the prestressed tendons from arching, the top structural layer 13 and the bottom structural layer 14 of the traditional SP slab must maintain a certain thickness. During the hoisting or paving of the precast slab, the top surface is under pressure while the bottom surface is under tension. Therefore, a first prestressed steel strand 31 is often separately installed at the bottom for pre-tensioning. Specifically, the bottom structural layer 14 has a first prestressed steel strand 31 tensioned along the length of the slab. This first prestressed steel strand 31 passes through the slab rib connector 2 and is constrained to arch.

[0082] In a preferred embodiment of this first embodiment, the rib connector 2 includes a first body 21 and a second body 22. The first body 21 is embedded in the direction of the rib 11 of the hollow slab 1, and the second body 22 is connected to the first body 21 and also embedded in the bottom structural layer 14 of the slab. The post-cast cavity 20 is formed at least within the first body 21. Further, the post-cast cavity 20 includes a first post-cast chamber and a second post-cast chamber that are interconnected (the two are not shown in the figure, but their structure and function can be understood from the description); the first post-cast chamber is formed within the first body 21, and the second post-cast chamber is formed within the second body 22. The second body 22 is provided with a second through hole 24 in the same direction as the first through hole 23. The first prestressed steel strand 31 passes through the second through hole 24, that is, the arching constraint of the first prestressed steel strand 31 is achieved through the rib connector 2. Preferably, the second main body 22 is provided with a third through hole in a different direction from the second through hole 24. A structural rib 15 is inserted into the third through hole and presses against the first prestressed steel strand 31. Furthermore, both ends of the structural rib 15 pass through the second main body 22 and are bolted to the bottom structural layer 14 of the slab. In a specific implementation, the number of second through holes 24 can be set to three, that is, three first prestressed steel strands 31 can be inserted into the second main body 22, which is different from the arrangement of existing SP slabs.

[0083] Regardless of whether the post-cast cavity 20 is preferably implemented as a first post-cast chamber and a second post-cast chamber, post-cast structural reinforcement can be provided within the post-cast cavity 20. As a preferred embodiment, the rib 11 has rib structural reinforcement along its length, formed by the top rib structural reinforcement 131 and the bottom rib structural reinforcement 141 in conjunction with tie rods 12. Similarly, the post-cast structural reinforcement also includes at least tie rods 12 located within the post-cast cavity 20. Correspondingly, the top rib structural reinforcement 131 includes at least a top longitudinal structural reinforcement 1311 in the same direction as the first prestressed steel strand 31. The top and bottom of the tie rods 12 are respectively connected to the top longitudinal structural reinforcement 1311 and the first prestressed steel strand 31. In this case, the top longitudinal structural reinforcement 1311 and the first prestressed steel strand 31 respectively form the upper and lower longitudinal reinforcements of the stiffened hidden beam, while the tie rods 12 are clamped between them to form the post-cast structural reinforcement (thus forming the reinforcing cage of the stiffened hidden beam). Preferably, the tie rod is a single-limb hoop.

[0084] Alternatively, holes can be made in the longitudinal reinforcement of the post-cast structural reinforcement in the first main body 21 and the second main body 22 of the plate-rib connector 2, and the upper and lower longitudinal reinforcements of the post-cast cavity 20 can be set separately, so that the plate-rib connector 2 and the plate rib 11 form a continuous stiffened hidden beam structure.

[0085] In the above embodiments, the positional relationship between the longitudinal rib 1311 of the top structure and the plate rib connector 2 can also be achieved by making holes in the plate rib connector 2, especially the first main body 21, or by achieving spatial avoidance.

[0086] Furthermore, the top elevation of the rib connector 2 can be flush with the hollow plate 1. Figure 1 (This can be visually demonstrated), or when used in composite slabs, the elevation control point 2a, which is higher than the hollow slab body 1, serves as the 100m elevation control point for the cast-in-place layer of the composite slab. After the post-cast cavity 20 of the rib connector 2 is filled, a shear key is simultaneously formed in the hollow slab body 1. In specific implementation, after the additional shear reinforcement 5 is inserted and installed, the top of the rib connector 2 is opened, and the internal post-cast cavity 20 is filled.

[0087] Specifically, this embodiment includes an interrib connector 4, which is embedded in the bottom structural layer 14 of the slab. The interrib connector 4 has a fourth through hole 40 in the same direction as the second through hole 24. Compared with traditional SP slabs, due to the presence of holes 10, prestressed steel strands cannot be installed in the interribs (i.e., below the weak holes 10). However, this embodiment can achieve this by using the constraint and anti-arching principle of the interrib connector 4. Furthermore, between the slab ribs 11, i.e., at the weakest point below the holes 10, the prestressed steel strands can also be implemented as second prestressed steel strands 32. The second prestressed steel strands 32 are located in the bottom structural layer 14 between the slab ribs 11. The second prestressed steel strands pass through the fourth through hole and are constrained and arched by the interrib connector.

[0088] Specifically, a second prestressed steel strand 32 is inserted into the fourth through hole 40 along the length of the hollow slab 1. In practice, there is only one fourth through hole 40, meaning that one second prestressed steel strand 32 can be installed between the ribs, which is not possible with traditional SP slabs.

[0089] In a preferred embodiment of this invention, the plate-rib connector 2 and the inter-rib connector 4 are steel pipes. Furthermore, the first body 21 and the second body 22 of the plate-rib connector 2 are both steel pipes, and their interiors respectively form a first post-casting chamber and a second post-casting chamber that are interconnected. Specifically, when multiple plate-rib connectors 2 are positioned between two adjacent holes 10, the first body 21 and the second body 22 are T-shaped; when the plate-rib connector 2 is located on the side of the hollow plate 1, i.e., on the side of the hole 10 closest to the plate edge, the first body 21 and the second body 22 are L-shaped. Even further, square steel pipes are preferred.

[0090] The post-cast cavity 20 of the plate-rib connector 2 is connected to the cast-in-place space of the cast-in-place layer 100. The stiffening hidden beam is integrally cast into the post-cast cavity 20 by the cast-in-place layer 100 and then forms in conjunction with the plate rib 11. In a preferred embodiment of this example, the top of the plate-rib connector 2 extends into the cast-in-place layer 100 to form the elevation control point 2a of the cast-in-place layer 100.

[0091] Structural Example 3: Please see Figure 9 and combined Figures 1-8 This embodiment also provides a stiffened integrated composite beam-slab structure, including a structural beam and a stiffened integrated composite slab; furthermore, additional shear reinforcement 5 is connected to the structural beam. The stiffened integrated composite slab includes a stiffened integrated slab with a cast-in-place layer 100. The stiffened integrated composite slab is supported on one side of the structural beam, and the additional shear reinforcement 5 extends into the casting space of the beam-slab joint, and is integrally cast with the composite layer of the stiffened integrated composite slab. At the same time, the post-cast cavity 20 in the rib connector 2 is also filled to form a stiffened hidden beam.

[0092] As a slab component of this node, the stiffened integrated slab includes a hollow slab body 1 and rib connectors 2. Specifically, the hollow slab body 1 has multiple holes 10 spaced apart along its width, and the sides of the holes 10 form ribs 11. Prestressed steel strands are tensioned in the length direction of the hollow slab body 1. The rib connectors 2 are at least embedded in the direction of the ribs 11 of the hollow slab body 1, and at least one rib connector 2 is located at the end of the hollow slab body 1. The rib connector 2 has a cast-in-place cavity 20 inside, and the rib connector 2 forms a stiffened hidden beam by filling the cast-in-place cavity 20 in conjunction with the ribs 11. The rib connector 2 is located at the center line of the thickness of the hollow slab body 1 and has a first through hole 23 connecting to the cast-in-place cavity 20. An additional shear reinforcement 5 passes through the first through hole 23. The prestressed steel strands of the hollow slab body 1 pass through the rib connector 2 and are constrained and arched. The additional shear reinforcement 5 is used for shear resistance in the beam-slab structure.

[0093] In this embodiment, the prestressed steel strand is at least implemented as a first prestressed steel strand 31, which is located in the bottom structural layer 14 below the rib 11. The first prestressed steel strand 31 passes through the rib connector 2 and is constrained and arched. Due to the presence of the rib connector 2, multiple first prestressed steel strands 31 can be set and constrained to prevent deformation compared to conventional technology.

[0094] On the other hand, the structural reinforcement at the top of the hollow slab 1 passes through the top of the slab rib connector 2, and the first prestressed steel strand 31 passes through the slab rib connector 2 and is constrained to arch. The slab rib connector 2 acts as a tie bar (stirrup), so that after the post-cast cavity 20 is poured, it cooperates with the slab rib 11 to form a continuous stiffened hidden beam.

[0095] In this embodiment, the rib connector 2, in conjunction with the rib 11, forms a stiffening hidden beam for the hollow slab 1, thereby improving the structural strength of the hollow slab 1. Preferably, the rib connector 2 is installed at intervals along the length of the rib 11. A portion of the multiple rib connectors 2 are located at the rib between two adjacent holes 10, i.e., the middle section of the hollow slab 1; or, a portion are located on the side of the hollow slab 1, i.e., the side rib of the hole 10 closest to the edge of the slab. Alternatively, the rib 11 of the hollow slab 1 can be defined as the middle rib and the edge rib, with multiple rib connectors 2 spaced at intervals along the length of each rib 11. As a preferred option, at least one rib connector 2 is provided at the end of each rib 11 for subsequent installation of additional shear reinforcement 5.

[0096] As those skilled in the art would recognize, the holes 10 in the hollow slab 1 can generally be filled with functional material 8 to achieve thermal insulation and sound insulation effects, while simultaneously reducing the slab's self-weight. In contrast, prestressed tendons need to be installed above and / or below the holes 10 to compensate for the structural strength loss caused by the holes 10.

[0097] Therefore, in this embodiment, the portion of the hollow slab 1 above the hole 10 is defined as the top structural layer 13, and the portion below it is defined as the bottom structural layer 14. The top structural layer 13 contains top structural reinforcement 131, and the bottom structural layer 14 contains bottom structural reinforcement 141. Furthermore, the top and bottom structural reinforcement 131 are conventional techniques for hollow slabs. Common SP slabs use prestressed reinforcement instead, resulting in excessively thick protective layers for the top and bottom structural layers 13 and 14, and posing a risk of brittle shear failure in the design. However, in this application, the rib connector 2 serves to restrain the anti-arching effect, and the internal post-cast reinforcement, combined with the rib 11, forms a stiffening hidden beam, thus avoiding this drawback. Furthermore, the top structural reinforcement 131 consists of longitudinal and transverse top structural reinforcement 1311 and transverse top structural reinforcement, with the longitudinal reinforcement 1311 penetrating the slab rib connector 2; the bottom structural reinforcement 141 consists of longitudinal and transverse bottom structural reinforcement and transverse bottom structural reinforcement, which, together with the first prestressed steel strand 31 described later, transform the risk of brittle shear failure of the slab into a more ductile bending-shear composite stress mode, significantly improving the load-bearing capacity and seismic performance of the slab, thereby greatly enhancing the structural safety and shear resistance.

[0098] It should be noted that prestressed tendons can also be used for the top structural reinforcement 131 and the bottom structural reinforcement 141 of the slab. However, to prevent the prestressed tendons from arching, the top structural layer 13 and the bottom structural layer 14 of the traditional SP slab must maintain a certain thickness. During the hoisting or paving of the precast slab, the top surface is under pressure while the bottom surface is under tension. Therefore, a first prestressed steel strand 31 is often separately installed at the bottom for pre-tensioning. Specifically, the bottom structural layer 14 has a first prestressed steel strand 31 tensioned along the length of the slab. This first prestressed steel strand 31 passes through the slab rib connector 2 and is constrained to arch.

[0099] In a preferred embodiment of this first embodiment, the rib connector 2 includes a first body 21 and a second body 22. The first body 21 is embedded in the direction of the rib 11 of the hollow slab 1, and the second body 22 is connected to the first body 21 and also embedded in the bottom structural layer 14 of the slab. The post-cast cavity 20 is formed at least within the first body 21. Further, the post-cast cavity 20 includes a first post-cast chamber and a second post-cast chamber that are interconnected (the two are not shown in the figure, but their structure and function can be understood from the description); the first post-cast chamber is formed within the first body 21, and the second post-cast chamber is formed within the second body 22. The second body 22 is provided with a second through hole 24 in the same direction as the first through hole 23. The first prestressed steel strand 31 passes through the second through hole 24, that is, the arching constraint of the first prestressed steel strand 31 is achieved through the rib connector 2. Preferably, the second main body 22 is provided with a third through hole in a different direction from the second through hole 24. A structural rib 15 is inserted into the third through hole and presses against the first prestressed steel strand 31. Furthermore, both ends of the structural rib 15 pass through the second main body 22 and are bolted to the bottom structural layer 14 of the slab. In a specific implementation, the number of second through holes 24 can be set to three, that is, three first prestressed steel strands 31 can be inserted into the second main body 22, which is different from the arrangement of existing SP slabs.

[0100] Regardless of whether the post-cast cavity 20 is preferably implemented as a first post-cast chamber and a second post-cast chamber, post-cast structural reinforcement can be provided within the post-cast cavity 20. As a preferred embodiment, the rib 11 has rib structural reinforcement along its length, formed by the top rib structural reinforcement 131 and the bottom rib structural reinforcement 141 in conjunction with tie rods 12. Similarly, the post-cast structural reinforcement also includes at least tie rods 12 located within the post-cast cavity 20. Correspondingly, the top rib structural reinforcement 131 includes at least a top longitudinal structural reinforcement 1311 in the same direction as the first prestressed steel strand 31. The top and bottom of the tie rods 12 are respectively connected to the top longitudinal structural reinforcement 1311 and the first prestressed steel strand 31. In this case, the top longitudinal structural reinforcement 1311 and the first prestressed steel strand 31 respectively form the upper and lower longitudinal reinforcements of the stiffened hidden beam, while the tie rods 12 are clamped between them to form the post-cast structural reinforcement (thus forming the reinforcing cage of the stiffened hidden beam). Preferably, the tie rod is a single-limb hoop.

[0101] Alternatively, holes can be made in the longitudinal reinforcement of the post-cast structural reinforcement in the first main body 21 and the second main body 22 of the plate-rib connector 2, and the upper and lower longitudinal reinforcements of the post-cast cavity 20 can be set separately, so that the plate-rib connector 2 and the plate rib 11 form a continuous stiffened hidden beam structure.

[0102] In the above embodiments, the positional relationship between the longitudinal rib 1311 of the top structure and the plate rib connector 2 can also be achieved by making holes in the plate rib connector 2, especially the first main body 21, or by achieving spatial avoidance.

[0103] Furthermore, the top elevation of the rib connector 2 can be flush with the hollow plate 1. Figure 1 (This can be visually demonstrated), or when used in composite slabs, the elevation control point 2a, which is higher than the hollow slab body 1, serves as the 100m elevation control point for the cast-in-place layer of the composite slab. After the post-cast cavity 20 of the rib connector 2 is filled, a shear key is simultaneously formed in the hollow slab body 1. In specific implementation, after the additional shear reinforcement 5 is inserted and installed, the top of the rib connector 2 is opened, and the internal post-cast cavity 20 is filled.

[0104] Specifically, this embodiment includes an interrib connector 4, which is embedded in the bottom structural layer 14 of the slab. The interrib connector 4 has a fourth through hole 40 in the same direction as the second through hole 24. Compared with traditional SP slabs, due to the presence of holes 10, prestressed steel strands cannot be installed in the interribs (i.e., below the weak holes 10). However, this embodiment can achieve this by using the constraint and anti-arching principle of the interrib connector 4. Furthermore, between the slab ribs 11, i.e., at the weakest point below the holes 10, the prestressed steel strands can also be implemented as second prestressed steel strands 32. The second prestressed steel strands 32 are located in the bottom structural layer 14 between the slab ribs 11. The second prestressed steel strands pass through the fourth through hole and are constrained and arched by the interrib connector.

[0105] Specifically, a second prestressed steel strand 32 is inserted into the fourth through hole 40 along the length of the hollow slab 1. In practice, there is only one fourth through hole 40, meaning that one second prestressed steel strand 32 can be installed between the ribs, which is not possible with traditional SP slabs.

[0106] In a preferred embodiment of this invention, the plate-rib connector 2 and the inter-rib connector 4 are steel pipes. Furthermore, the first body 21 and the second body 22 of the plate-rib connector 2 are both steel pipes, and their interiors respectively form a first post-casting chamber and a second post-casting chamber that are interconnected. Specifically, when multiple plate-rib connectors 2 are positioned between two adjacent holes 10, the first body 21 and the second body 22 are T-shaped; when the plate-rib connector 2 is located on the side of the hollow plate 1, i.e., on the side of the hole 10 closest to the plate edge, the first body 21 and the second body 22 are L-shaped. Even further, square steel pipes are preferred.

[0107] The post-cast cavity 20 of the plate rib connector 2 is connected to the cast-in-place space of the cast-in-place layer 100. The stiffening hidden beam is formed after being integrally cast into the post-cast cavity 20 by the cast-in-place layer 100. In a preferred embodiment of this example, the top of the plate rib connector 2 extends into the cast-in-place layer 100 to form the elevation control point 2a of the cast-in-place layer 100.

[0108] As the beam component of this node, the structural beam is a composite beam, comprising a precast beam portion 61 and a composite beam portion 62. A stiffened integrated composite slab supports one side of the composite beam, and additional shear reinforcement 5 extends into the composite beam portion 62. The cast-in-place layer 100 connects with the composite beam portion 62 to form a cast-in-place beam-slab node. Furthermore, the additional shear reinforcement 5 includes at least a first additional shear reinforcement segment 51 and a second additional shear reinforcement segment 52. The first additional shear reinforcement segment 51 is embedded along the length of the slab in the slab rib 11 and extends into the post-cast cavity 20 of the slab rib connector 2; one end of the second additional shear reinforcement segment 52 is connected to the first additional shear reinforcement segment 51 through a first through hole 23 and a connecting sleeve 7, and the other end extends into the composite beam portion 62. Therefore, unlike traditional SP systems which require damaging the top of the slab end to install reinforcement, this embodiment allows for the installation of shear reinforcement in the beam-slab node by inserting the additional shear reinforcement 5 post-installation.

[0109] Method Example 1: Please see Figure 9 and combined Figures 1-8 This embodiment provides a construction method for a stiffened integrated composite beam-slab structure, which mainly includes four main steps. However, the description of it as four steps is only for ease of expression and does not need to be deliberately implemented. The steps can be split and combined according to the specific content recorded.

[0110] S1: Precast reinforced integrated panel.

[0111] Specifically, the rib connector 2 is placed on the forming mold of the hollow plate 1 and installed when the hollow plate 1 is reinforced. The rib connector 2 is embedded in the direction of the rib 11 of the hollow plate 1 as the hollow plate 1 is formed, and at least one rib connector 2 is located at the end of the hollow plate 1.

[0112] Structurally, the stiffened integrated slab includes a hollow slab body 1 and rib connectors 2. Specifically, the hollow slab body 1 has multiple holes 10 spaced apart along its width, and the sides of the holes 10 form ribs 11. Prestressed steel strands are tensioned in the length direction of the hollow slab body 1. The rib connectors 2 are at least embedded in the direction of the ribs 11 of the hollow slab body 1, and at least one rib connector 2 is located at the end of the hollow slab body 1. The rib connector 2 has a cast-in-place cavity 20 inside, and the rib connector 2 forms a stiffened hidden beam by filling the cast-in-place cavity 20 in conjunction with the ribs 11. The rib connector 2 is located at the center line of the thickness of the hollow slab body 1 and has a first through hole 23 connecting to the cast-in-place cavity 20. An additional shear reinforcement 5 passes through the first through hole 23. The prestressed steel strands of the hollow slab body 1 pass through the rib connector 2 and are constrained and arched. The additional shear reinforcement 5 is used for shear resistance in the beam-slab structure.

[0113] In this embodiment, the prestressed steel strand is at least implemented as a first prestressed steel strand 31, which is located in the bottom structural layer 14 below the rib 11. The first prestressed steel strand 31 passes through the rib connector 2 and is constrained and arched. Due to the presence of the rib connector 2, multiple first prestressed steel strands 31 can be set and constrained to prevent deformation compared to conventional technology.

[0114] On the other hand, the structural reinforcement at the top of the hollow slab 1 passes through the top of the slab rib connector 2, and the first prestressed steel strand 31 passes through the slab rib connector 2 and is constrained to arch. The slab rib connector 2 acts as a tie bar (stirrup), so that after the post-cast cavity 20 is poured, it cooperates with the slab rib 11 to form a continuous stiffened hidden beam.

[0115] In this embodiment, the rib connector 2, in conjunction with the rib 11, forms a stiffening hidden beam for the hollow slab 1, thereby improving the structural strength of the hollow slab 1. Preferably, the rib connector 2 is installed at intervals along the length of the rib 11. A portion of the multiple rib connectors 2 are located at the rib between two adjacent holes 10, i.e., the middle section of the hollow slab 1; or, a portion are located on the side of the hollow slab 1, i.e., the side rib of the hole 10 closest to the edge of the slab. Alternatively, the rib 11 of the hollow slab 1 can be defined as the middle rib and the edge rib, with multiple rib connectors 2 spaced at intervals along the length of each rib 11. As a preferred option, at least one rib connector 2 is provided at the end of each rib 11 for subsequent installation of additional shear reinforcement 5.

[0116] As those skilled in the art would recognize, the holes 10 in the hollow slab 1 can generally be filled with functional material 8 to achieve thermal insulation and sound insulation effects, while simultaneously reducing the slab's self-weight. In contrast, prestressed tendons need to be installed above and / or below the holes 10 to compensate for the structural strength loss caused by the holes 10.

[0117] Therefore, in this embodiment, the portion of the hollow slab 1 above the hole 10 is defined as the top structural layer 13, and the portion below it is defined as the bottom structural layer 14. The top structural layer 13 contains top structural reinforcement 131, and the bottom structural layer 14 contains bottom structural reinforcement 141. Furthermore, the top and bottom structural reinforcement 131 are conventional techniques for hollow slabs. Common SP slabs use prestressed reinforcement instead, resulting in excessively thick protective layers for the top and bottom structural layers 13 and 14, and posing a risk of brittle shear failure in the design. However, in this application, the rib connector 2 serves to restrain the anti-arching effect, and the internal post-cast reinforcement, combined with the rib 11, forms a stiffening hidden beam, thus avoiding this drawback. Furthermore, the top structural reinforcement 131 consists of longitudinal and transverse top structural reinforcement 1311 and transverse top structural reinforcement, with the longitudinal reinforcement 1311 penetrating the slab rib connector 2; the bottom structural reinforcement 141 consists of longitudinal and transverse bottom structural reinforcement and transverse bottom structural reinforcement, which, together with the first prestressed steel strand 31 described later, transform the risk of brittle shear failure of the slab into a more ductile bending-shear composite stress mode, significantly improving the load-bearing capacity and seismic performance of the slab, thereby greatly enhancing the structural safety and shear resistance.

[0118] It should be noted that prestressed tendons can also be used for the top structural reinforcement 131 and the bottom structural reinforcement 141 of the slab. However, to prevent the prestressed tendons from arching, the top structural layer 13 and the bottom structural layer 14 of the traditional SP slab must maintain a certain thickness. During the hoisting or paving of the precast slab, the top surface is under pressure while the bottom surface is under tension. Therefore, a first prestressed steel strand 31 is often separately installed at the bottom for pre-tensioning. Specifically, the bottom structural layer 14 has a first prestressed steel strand 31 tensioned along the length of the slab. This first prestressed steel strand 31 passes through the slab rib connector 2 and is constrained to arch.

[0119] In a preferred embodiment of this first embodiment, the rib connector 2 includes a first body 21 and a second body 22. The first body 21 is embedded in the direction of the rib 11 of the hollow slab 1, and the second body 22 is connected to the first body 21 and also embedded in the bottom structural layer 14 of the slab. The post-cast cavity 20 is formed at least within the first body 21. Further, the post-cast cavity 20 includes a first post-cast chamber and a second post-cast chamber that are interconnected (the two are not shown in the figure, but their structure and function can be understood from the description); the first post-cast chamber is formed within the first body 21, and the second post-cast chamber is formed within the second body 22. The second body 22 is provided with a second through hole 24 in the same direction as the first through hole 23. The first prestressed steel strand 31 passes through the second through hole 24, that is, the arching constraint of the first prestressed steel strand 31 is achieved through the rib connector 2. Preferably, the second main body 22 is provided with a third through hole in a different direction from the second through hole 24. A structural rib 15 is inserted into the third through hole and presses against the first prestressed steel strand 31. Furthermore, both ends of the structural rib 15 pass through the second main body 22 and are bolted to the bottom structural layer 14 of the slab. In a specific implementation, the number of second through holes 24 can be set to three, that is, three first prestressed steel strands 31 can be inserted into the second main body 22, which is different from the arrangement of existing SP slabs.

[0120] Regardless of whether the post-cast cavity 20 is preferably implemented as a first post-cast chamber and a second post-cast chamber, post-cast structural reinforcement can be provided within the post-cast cavity 20. As a preferred embodiment, the rib 11 has rib structural reinforcement along its length, formed by the top rib structural reinforcement 131 and the bottom rib structural reinforcement 141 in conjunction with tie rods 12. Similarly, the post-cast structural reinforcement also includes at least tie rods 12 located within the post-cast cavity 20. Correspondingly, the top rib structural reinforcement 131 includes at least a top longitudinal structural reinforcement 1311 in the same direction as the first prestressed steel strand 31. The top and bottom of the tie rods 12 are respectively connected to the top longitudinal structural reinforcement 1311 and the first prestressed steel strand 31. In this case, the top longitudinal structural reinforcement 1311 and the first prestressed steel strand 31 respectively form the upper and lower longitudinal reinforcements of the stiffened hidden beam, while the tie rods 12 are clamped between them to form the post-cast structural reinforcement (thus forming the reinforcing cage of the stiffened hidden beam). Preferably, the tie rod is a single-limb hoop.

[0121] Alternatively, holes can be made in the longitudinal reinforcement of the post-cast structural reinforcement in the first main body 21 and the second main body 22 of the plate-rib connector 2, and the upper and lower longitudinal reinforcements of the post-cast cavity 20 can be set separately, so that the plate-rib connector 2 and the plate rib 11 form a continuous stiffened hidden beam structure.

[0122] In the above embodiments, the positional relationship between the longitudinal rib 1311 of the top structure and the plate rib connector 2 can also be achieved by making holes in the plate rib connector 2, especially the first main body 21, or by achieving spatial avoidance.

[0123] Furthermore, the top elevation of the rib connector 2 can be flush with the hollow plate 1. Figure 1 (This can be visually demonstrated), or when used in composite slabs, the elevation control point 2a, which is higher than the hollow slab body 1, serves as the 100m elevation control point for the cast-in-place layer of the composite slab. After the post-cast cavity 20 of the rib connector 2 is filled, a shear key is simultaneously formed in the hollow slab body 1. In specific implementation, after the additional shear reinforcement 5 is inserted and installed, the top of the rib connector 2 is opened, and the internal post-cast cavity 20 is filled.

[0124] Specifically, this embodiment includes an interrib connector 4, which is embedded in the bottom structural layer 14 of the slab. The interrib connector 4 has a fourth through hole 40 in the same direction as the second through hole 24. Compared with traditional SP slabs, due to the presence of holes 10, prestressed steel strands cannot be installed in the interribs (i.e., below the weak holes 10). However, this embodiment can achieve this by using the constraint and anti-arching principle of the interrib connector 4. Furthermore, between the slab ribs 11, i.e., at the weakest point below the holes 10, the prestressed steel strands can also be implemented as second prestressed steel strands 32. The second prestressed steel strands 32 are located in the bottom structural layer 14 between the slab ribs 11. The second prestressed steel strands pass through the fourth through hole and are constrained and arched by the interrib connector.

[0125] Specifically, a second prestressed steel strand 32 is inserted into the fourth through hole 40 along the length of the hollow slab 1. In practice, there is only one fourth through hole 40, meaning that one second prestressed steel strand 32 can be installed between the ribs, which is not possible with traditional SP slabs.

[0126] In a preferred embodiment of this invention, the plate-rib connector 2 and the inter-rib connector 4 are steel pipes. Furthermore, the first body 21 and the second body 22 of the plate-rib connector 2 are both steel pipes, and their interiors respectively form a first post-casting chamber and a second post-casting chamber that are interconnected. Specifically, when multiple plate-rib connectors 2 are positioned between two adjacent holes 10, the first body 21 and the second body 22 are T-shaped; when the plate-rib connector 2 is located on the side of the hollow plate 1, i.e., on the side of the hole 10 closest to the plate edge, the first body 21 and the second body 22 are L-shaped. Even further, square steel pipes are preferred.

[0127] Exemplary implementation: First, the structural reinforcement of the bottom structural reinforcement 141 and the rib 11 of the hollow slab 1 are arranged on the mold table. The rib connector 2 is installed at the two ends of the hollow slab 1 where the shear force is the greatest. The rib connector 2 is then set at appropriate intervals along the length of each rib 11. At the same time, the prestressed steel strands 3 are tensioned and pre-tightened at both ends, and the bottom structural layer 14 is formed by casting. Then, functional material 8, such as sound-insulating and heat-insulating polyurethane foam blocks, is placed at the holes 10 of the hollow plate 1 (the holes 10 are naturally formed by the polyurethane foam blocks after molding). Finally, the ribs 11 and the top structural layer 13 are integrally cast to form a reinforced integrated plate.

[0128] S2: Hoisting stiffening integrated plate.

[0129] Specifically, the stiffened integrated plate is hoisted and supported on the side of the structural beam, and the additional shear reinforcement 5 is inserted through the first through hole 23 located at the center line of the thickness of the hollow plate 1 of the plate rib connector 2, and the additional shear reinforcement 5 is kept inserted into the post-cast cavity 20.

[0130] Furthermore, as the beam component of this node, the structural beam is a composite beam, which includes a precast beam portion 61 and a composite beam portion 62. A stiffened integrated composite slab is supported on one side of the composite beam, and additional shear reinforcement 5 extends into the composite beam portion 62. The cast-in-place layer 100 is connected to the composite beam portion 62 to form a cast-in-place beam-slab node.

[0131] Exemplary implementation: Temporary supports are provided on the sides of the structural beams to hoist the stiffening integrated plates. When multiple stiffening integrated plates are installed side by side, there is no need to set up secondary beams to cooperate with the bottom support.

[0132] S3: Reinforced integrated composite slab with reinforcing bars.

[0133] Specifically, structural reinforcement of 100mm is laid on the stiffened integrated plate, and additional shear reinforcement 5 is extended to the structural beam.

[0134] Furthermore, the additional shear reinforcement 5 includes at least a first additional shear reinforcement segment 51 and a second additional shear reinforcement segment 52. The first additional shear reinforcement segment 51 is embedded in the slab rib 11 and extends into the post-cast cavity 20. One end of the second additional shear reinforcement segment 52 is connected to the first additional shear reinforcement segment 51 through the first through hole 23 and in conjunction with the connecting sleeve 7, and the other end extends into the beam overlap portion 62. Therefore, unlike the traditional SP method which requires damaging the top of the slab end to install reinforcement, this embodiment can install the shear reinforcement of the beam-slab joint by inserting the additional shear reinforcement 5 afterward.

[0135] Exemplary implementation: The first additional shear reinforcement segment 51 is embedded in the slab rib 11 during the prefabrication stage and extends into the post-cast cavity 20. The second additional shear reinforcement segment 52 is simply connected to the first additional shear reinforcement segment 51 through the first through hole 23 and using a connecting sleeve 7, with the other end extending into the beam overlap portion 62. It should be noted that the second additional shear reinforcement segment 52 must extend beyond the centerline of the structural beam during installation, conforming to the lap splice specifications. The reinforcement of the cast-in-place layer 100 can then be arranged.

[0136] S4: Cast-in-place molding.

[0137] Specifically, the joints of the stiffened integrated composite slab and the structural beam are cast integrally with the cast-in-place layer 100, ensuring that at least the post-cast cavity 20 inside the slab rib connector 2 is filled. Part of the slab rib connector 2 extends into the cast-in-place layer 100, serving as elevation control point 2a of the cast-in-place layer 100.

[0138] Furthermore, the present invention has been described in detail above with reference to the accompanying drawings and embodiments. Those skilled in the art can make various modifications to the present invention based on the above description. Therefore, certain details in the embodiments should not be construed as limiting the present invention, and the scope of protection of the present invention shall be defined by the appended claims.

Claims

1. A stiffened integrated board, characterized in that, include: A hollow slab body, wherein the hollow slab body is provided with multiple holes spaced apart along the width direction of the slab body, and the sides of the holes form ribs; the hollow slab body is tensioned with prestressed steel strands along the length direction of the slab body. The plate rib connector is embedded in the direction of the plate rib of the hollow slab, and at least one plate rib connector is located at the end of the hollow slab. The plate rib connector has a post-cast cavity that can be filled. The plate rib connector forms a stiffening hidden beam with the plate rib by filling the post-cast cavity. The plate rib connector has a first through hole at the center line of the thickness of the hollow slab that connects to the post-cast cavity. An additional shear reinforcement is installed in the first through hole. The prestressed steel strand passes through the plate rib connector and is constrained and arched.

2. The stiffened integrated board as described in claim 1, characterized in that: The hollow slab is defined as having a top structural layer above the holes and a bottom structural layer below them. The top structural layer contains top structural ribs, and the bottom structural layer contains bottom structural ribs. The bottom of the rib connector is located in the bottom structural layer. The prestressed steel strand is at least a first prestressed steel strand, located in the bottom structural layer below the rib. The first prestressed steel strand passes through the rib connector and is constrained by an inverted arch.

3. The stiffened integrated board as described in claim 2, characterized in that: The rib connector includes a first body and a second body. The first body is embedded in the rib direction of the hollow slab, and the second body is connected to the first body and also embedded in the bottom structural layer of the slab. The post-cast cavity is formed at least in the first body, and the first prestressed steel strand passes through the second body.

4. The stiffened integrated board as described in claim 3, characterized in that: The post-cast cavity includes a first post-cast chamber and a second post-cast chamber that are interconnected; the first post-cast chamber is formed within the first main body, and the second post-cast chamber is formed within the second main body.

5. The stiffened integrated board as described in claim 4, characterized in that: The second body has a second through hole in the same direction as the first through hole, and the first prestressed steel strand passes through the second through hole and is constrained and arched by the second body.

6. The stiffened integrated board as described in claim 5, characterized in that: The second main body is provided with a third through hole in a different direction from the second through hole. A structural reinforcement is inserted through the third through hole, and the structural reinforcement presses against the first prestressed steel strand to constrain the reverse arch.

7. The stiffened integrated board as described in claim 5, characterized in that: The post-cast cavity is provided with post-cast structural reinforcement, which includes at least tie bars. The top structural reinforcement of the slab includes at least longitudinal top structural reinforcement in the same direction as the first prestressed steel strand. The top and bottom of the tie bars are respectively connected to the longitudinal top structural reinforcement and the first prestressed steel strand.

8. The stiffened integrated board as described in claim 2, characterized in that: It also includes inter-rib connectors, which are embedded in the bottom structural layer of the slab and located between adjacent slab ribs. The inter-rib connectors are provided with a fourth through hole in the same direction as the second through hole. The prestressed steel strands are also implemented as second prestressed steel strands, which are located in the bottom structural layer between the slab ribs. The second prestressed steel strands pass through the fourth through hole and are constrained and arched by the inter-rib connectors.

9. A stiffened integrated composite plate, characterized in that, Includes the stiffened integrated plate as described in any one of claims 1-8, wherein the stiffened integrated plate is provided with a cast-in-place layer.

10. The stiffened integrated laminated plate as described in claim 9, characterized in that: The post-cast cavity is connected to the cast-in-place space of the cast-in-place layer and is integrally cast by the cast-in-place layer.

11. The stiffened integrated laminated plate as described in claim 9, characterized in that: The top of the plate rib connector extends into the cast-in-place layer to form the elevation control point of the cast-in-place layer.

12. A stiffened integrated composite beam-slab structure, characterized in that, It includes a structural beam and a stiffened integrated composite slab as described in any one of claims 9-11; the additional shear reinforcement is connected to the structural beam.

13. The stiffened integrated composite beam-slab structure as described in claim 12, characterized in that: The structural beam is a composite beam, which includes a precast beam portion and a composite beam portion. The stiffened integrated composite slab is supported on one side of the composite beam. The additional shear reinforcement extends into the composite beam portion. The cast-in-place layer is connected to the composite beam portion to form a cast-in-place beam-slab joint.

14. The stiffened integrated composite beam-slab structure as described in claim 13, characterized in that: The additional shear reinforcement includes at least a first additional shear reinforcement segment and a second additional shear reinforcement segment. The first additional shear reinforcement segment is embedded in the slab rib along the length of the slab and extends into the post-cast cavity of the slab rib connector. One end of the second additional shear reinforcement segment is connected to the first additional shear reinforcement segment through the first through hole and in conjunction with a connecting sleeve, and the other end extends into the beam overlap portion.

15. A construction method for a stiffened integrated composite beam-slab structure as described in any one of claims 12-14, characterized in that, Includes the following steps: A prefabricated stiffened integrated plate is prepared by placing the plate rib connector on the forming mold of the hollow plate body. When the hollow plate body is reinforced, the post-cast structural reinforcement is arranged. The plate rib connector is embedded and installed in the plate rib direction of the hollow plate body as the hollow plate body is formed, and at least one plate rib connector is located at the end of the hollow plate body. The stiffening integrated plate is hoisted and supported on the side of the structural beam. The additional shear reinforcement is inserted through the first through hole of the plate rib connector located at the center line of the plate thickness of the hollow plate, and the additional shear reinforcement is kept inserted into the post-cast cavity. The stiffened integrated composite slab is reinforced with structural reinforcement of a cast-in-place layer, and the additional shear reinforcement is extended to the structural beam by lap splicing. Cast-in-place molding involves integrally casting the stiffened integrated composite slab and the structural beam joints with the cast-in-place layer, ensuring that at least the post-cast cavity inside the slab rib connector is filled.

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