Concrete floor structure

Abstract

The utility model relates to building structure technical field, concretely provides a kind of concrete floor structure, including bottom steel sheet, multiple first trusses arranged along horizontal direction, multiple second trusses arranged along horizontal direction and perpendicular to first truss, and concrete layer is poured on bottom steel sheet and completely covers truss.The bottom steel sheet replaces traditional reinforcing bar and serves as formwork, cooperates with first truss and second truss to form efficient mechanical system, optimizes stress path, significantly improves bearing capacity and seismic performance.The design of open-web truss reduces section height, increases building net height, and is particularly suitable for nuclear power plant and other large-span (close to or more than 10 meters) and hole-opening scenarios.The hole edge is enhanced in local stiffness and bearing capacity by high-density truss arrangement or circumferential enclosure.The setting of lifting lugs and shear studs further improves construction efficiency and steel-concrete interface bonding force, supports modular construction, balances economy and durability, and meets high-standard engineering requirements.

Description

Technical Field

[0001] This utility model relates to the field of building structure technology, and in particular to a concrete floor slab structure. Background Technology

[0002] To meet the demands for efficient and industrialized construction in next-generation nuclear power technologies, modular technology for steel-concrete (SC) composite structures has been widely adopted. This technology involves prefabricating steel components in a factory (walls use double-sided steel plates instead of reinforcing bars and also serve as formwork, combined with tie rods; floor slabs use a single-sided steel plate at the bottom instead of reinforcing bars and also serve as formwork), transporting them to the site, assembling them, and pouring concrete to form the structural walls and floors of the plant. This method transfers a significant amount of on-site work to the factory, significantly improving the level of industrialized construction, reducing on-site construction intensity, shortening the construction cycle, and offering overall benefits superior to traditional construction methods.

[0003] However, in certain applications of nuclear power plants with large spans (approaching or exceeding 10 meters), conventional SC composite floor slabs are insufficient to meet the requirements for structural performance and reinforcement of openings. Therefore, a new structural type is urgently needed to solve the technical challenges of reinforcing the openings of large-span floor slabs and to meet the construction requirements of high-standard nuclear power plant projects. Utility Model Content

[0004] This utility model provides a concrete floor slab structure to improve the performance of concrete floor slabs.

[0005] This utility model provides a concrete floor slab structure, comprising: Bottom steel plate; Multiple first trusses are provided, and the first trusses are provided on the bottom steel plate and are arranged horizontally. Multiple second trusses are provided. The second trusses are provided on the bottom steel plate. The second trusses are arranged horizontally and perpendicular to the first trusses. A concrete layer, which is poured onto the bottom steel plate and completely covers the first truss and the second truss.

[0006] In one embodiment of the present invention, the concrete floor slab structure includes an opening extending vertically, and the density of the first truss and the second truss at the edge of the opening is greater than that in the non-opening area.

[0007] In one embodiment of the present invention, a portion of the first truss and the second truss surround the circumferential position of the opening.

[0008] In one embodiment of the present invention, the first truss includes an upper T-shaped steel and a lower T-shaped steel, and an inclined first connecting angle steel is connected between the upper T-shaped steel and the lower T-shaped steel.

[0009] In one embodiment of the present invention, the flange of the lower T-shaped steel is welded to the bottom steel plate, and the flange of the first connecting angle steel is welded to the web of the upper T-shaped steel and the lower T-shaped steel.

[0010] In one embodiment of the present invention, the second truss includes an upper angle steel and a lower angle steel, and an inclined second connecting angle steel is connected between the upper angle steel and the lower angle steel.

[0011] In one embodiment of the present invention, the inclination directions of a plurality of first connecting angle steels alternately change along the length direction of the first truss, and the inclination directions of a plurality of second connecting angle steels alternately change along the length direction of the second truss.

[0012] In one embodiment of the present invention, the flange of the lower angle steel is welded to the bottom steel plate, and the flange of the second connecting angle steel is welded to the flanges of the upper angle steel and the lower angle steel.

[0013] In one embodiment of the present invention, the upper part of the first truss and / or the second truss is provided with lifting lugs.

[0014] In one embodiment of the present invention, the bottom steel plate is provided with shear studs arranged in the vertical direction.

[0015] The beneficial effects of this utility model are as follows: The structure of this utility model combines a bottom steel plate with multiple horizontally arranged and mutually perpendicular first and second trusses, forming a highly efficient mechanical system. The open-web design of the trusses optimizes the force path and significantly improves the load-bearing capacity of the floor slab, meeting the structural requirements of large-span rooms (approaching or exceeding 10 meters) such as those in nuclear power plants. The synergistic effect of the bottom steel plate with the first and second trusses, combined with the concrete layer poured on top, forms a structural system with strong integrity and high rigidity. The open-web truss design further enhances the structure's seismic resistance, effectively resisting seismic loads and meeting the seismic performance requirements of high-standard projects such as nuclear power plants. Attached Figure Description

[0016] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with this application and, together with the description, serve to explain the principles of this application. It is obvious that the drawings described below are merely some embodiments of this application, and those skilled in the art can obtain other drawings based on these drawings without any inventive effort.

[0017] In the attached diagram: Figure 1 This is a structural schematic diagram of a concrete floor slab structure provided in an embodiment of the present invention; Figure 2 for Figure 1 Sectional view of plane AA; Figure 3 for Figure 1 BB section view; Figure 4 for Figure 1 The CC section view.

[0018] The attached figures are labeled as follows: 10. First truss; 11. Upper T-shaped steel; 12. Lower T-shaped steel; 13. First connecting angle steel; 20. Second truss; 21. Upper angle steel; 22. Lower angle steel; 23. Second connecting angle steel; 30. Bottom steel plate; 40. Opening; 50. Shear stud; 60. Lifting lug. Detailed Implementation

[0019] The following specific examples illustrate the implementation of this utility model. Those skilled in the art can easily understand other advantages and effects of this utility model from the content disclosed in this specification. This utility model can also be implemented or applied through other different specific embodiments. Various details in this specification can also be modified or changed based on different viewpoints and applications without departing from the spirit of this utility model. In the absence of conflict, the following embodiments and features in the embodiments can be combined with each other.

[0020] It should be noted that the illustrations provided in the following embodiments are only schematic representations of the basic concept of the present invention. The drawings only show the components related to the present invention and are not drawn according to the actual number, shape and size of the components. In actual implementation, the form, quantity and proportion of each component can be arbitrarily changed, and the layout of the components may also be more complex.

[0021] In the following description, numerous details are explored to provide a more thorough explanation of embodiments of the present invention. However, it will be apparent to those skilled in the art that embodiments of the present invention may be practiced without these specific details. In other embodiments, well-known structures and devices are shown in block diagram form rather than in detail to avoid obscuring embodiments of the present invention.

[0022] Currently, the most commonly used floor slab structures in building construction include the following types: Cast-in-place concrete floor slab structures: These structures require on-site scaffolding erection, formwork support, rebar tying, concrete pouring, and curing. The construction process is labor-intensive, time-consuming, and significantly affected by weather and other environmental factors. Furthermore, the construction and shaping of cast-in-place concrete floor slabs in large-span rooms presents considerable challenges, limiting their application.

[0023] Steel beam + profiled steel sheet composite floor slab: This structure combines steel beams and profiled steel sheets, which improves construction efficiency to some extent, but the high cross-sectional height of the components reduces the usable height of the building. The steel beams need to be hoisted one by one on-site, followed by the laying of profiled steel sheets, binding of reinforcing bars, and pouring of concrete, resulting in a low overall level of industrialization. Its economic efficiency is also not ideal for large-span rooms.

[0024] Composite slab structure with precast slabs and cast-in-place layers: This structure is formed by combining precast slabs in a factory with cast-in-place layers on site. However, the cross-sectional width and span of the precast slabs are limited, resulting in a relatively high overall cross-sectional height, which also reduces the usable ceiling height. Furthermore, joints exist between the precast slabs, affecting the overall integrity, and the industrialized construction process needs further improvement. This structure is difficult to meet the requirements for large-span rooms and situations where openings are needed in the center of the floor slab.

[0025] Existing floor slab structures have limitations to varying degrees in applications involving large-span rooms, high ceiling requirements, or the need for openings. There is an urgent need to develop new floor slab structures to meet the demands of modern industrialized and diversified building construction.

[0026] like Figure 1-4 As shown, the present invention provides a concrete floor slab structure, including a bottom steel plate 30, a first truss 10, a second truss 20 and a concrete layer.

[0027] The bottom steel plate 30 replaces the lower reinforcing bars in traditional concrete structures (while the upper reinforcing bars remain in the traditional manner) and serves as the formwork for concrete support. The bottom steel plate 30 not only provides structural support but also functions as part of the prefabricated components, enhancing the overall integrity and industrialization of the structure. Compared to traditional formwork, the bottom steel plate 30 does not need to be removed and becomes directly part of the structure, improving construction convenience and material utilization.

[0028] Multiple first trusses 10 are arranged horizontally on the bottom steel plate 30, serving as the main load-bearing components, similar to the main beams in a traditional floor slab structure. The first trusses 10 work in conjunction with the bottom steel plate 30 to bear the main loads of the floor slab (such as vertical loads), and their open-web design optimizes the force path, enhancing the structure's load-bearing capacity. The open-web truss design reduces material usage while maintaining high strength, making it suitable for large-span applications.

[0029] Multiple second trusses 20 are arranged horizontally on the bottom steel plate 30 and perpendicular to the first truss 10, similar to secondary beams in a traditional floor slab structure. Furthermore, the second trusses 20 also provide out-of-plane bracing for the first truss 10, enhancing structural stability. The second trusses 20, together with the bottom steel plate 30 and the first truss 10, form a three-dimensional load-bearing system, not only sharing part of the load but also improving the overall stiffness and resistance to lateral deformation of the floor slab. This vertically arranged truss design effectively enhances the structure's seismic performance.

[0030] A concrete layer is poured on top of the bottom steel plate 30, completely covering the first truss 10 and the second truss 20 to form an integral floor slab structure. The concrete layer, together with the bottom steel plate 30 and the trusses, forms a steel-concrete composite (SC) structure, enhancing the structure's rigidity and load-bearing capacity while providing a smooth floor surface to meet functional building requirements. The concrete layer also protects the internal steel components, extending the structure's service life.

[0031] The combination of the bottom steel plate 30 with the first truss 10 and the second truss 20 forms a highly efficient load-bearing system. The open-web truss design optimizes the load transfer path and significantly improves the floor slab's load-bearing capacity, making it particularly suitable for the structural requirements of large-span rooms (approaching or exceeding 10 meters) in nuclear power plants and similar applications. Compared to traditional cast-in-place concrete floor slabs, steel beam + profiled steel sheet composite floor slabs, or composite slabs, this structure has a significantly reduced cross-sectional height, maximizing the building's usable height and optimizing space utilization, making it suitable for scenarios with high height requirements. The perpendicular arrangement of the first truss 10 and the second truss 20, combined with the synergistic effect of the bottom steel plate 30 and the concrete layer, forms a high-rigidity three-dimensional structural system. The open-web truss design further enhances the structure's seismic resistance, effectively resisting dynamic loads such as earthquakes and meeting the safety requirements of high-standard projects.

[0032] like Figure 1As shown in one embodiment of this utility model, the concrete floor slab structure includes an opening 40 extending vertically to meet the needs of pipes, equipment, or other functional openings in nuclear power plants or other large-span buildings. To ensure the structural strength and stability of the opening 40's edge, the design increases the arrangement density of the first truss 10 and the second truss 20 in the edge region of the opening 40. Compared to the non-opening 40 region (i.e., the main part of the floor slab), the number or spacing of the first truss 10 (the main load-bearing component, similar to a main beam) and the second truss 20 (the secondary load-bearing component, similar to a secondary beam and providing out-of-plane ties) at the edge of the opening 40 is denser. This high-density arrangement means that the trusses are more compactly distributed in the edge region of the opening 40, thereby enhancing the stiffness and load-bearing capacity of the local area. The opening 40 region, due to structural interruption, is prone to becoming a weak point in the floor slab. The high density of the first truss 10 and the second truss 20 effectively distributes the load at the edge of the opening 40 by increasing the number of load-bearing components, preventing cracking or damage caused by stress concentration. The densely arranged trusses significantly enhance the stiffness of the opening 40's edge, reducing local deformation caused by the opening and ensuring the overall stability of the floor slab. The high-density trusses at the edge of opening 40 enhance the structure's resistance to lateral deformation, effectively maintaining the structural integrity of the opening 40 area under dynamic loads such as earthquakes, meeting the seismic requirements of high-standard projects such as nuclear power plants.

[0033] like Figure 1 As shown, in one embodiment of this utility model, a portion of the first truss 10 and the second truss 20 enclose the circumferential position of the opening 40. Specifically, the first truss 10 (arranged along a horizontal direction, similar to a main beam) and the second truss 20 (arranged along a direction perpendicular to the first truss 10, similar to a secondary beam) enclose the opening 40 in a specific layout, forming a closed or semi-closed truss network. This enclosing design ensures that the structure around the opening 40 forms an integrated load-bearing system, enhancing the continuity and stability of the edge of the opening 40. The first truss 10 and the second truss 20 enclosing the opening 40 are interconnected to form a frame-like load-bearing structure, which can evenly transfer the load of the opening 40 area to the surrounding floor slabs, significantly improving the overall load-bearing capacity of the edge of the opening 40. The truss enclosing design around the opening 40 effectively constrains the deformation and cracking of the edge of the opening 40, especially when subjected to concentrated loads or vibration loads, avoiding local damage and ensuring structural safety. This design is suitable for openings 40 with complex shapes or large sizes. Through the flexible arrangement of the enclosing trusses, it can adapt to different shapes of openings 40 (such as circles, rectangles, etc.), thus improving the versatility of the design.

[0034] In one embodiment of this utility model, the first truss 10 includes an upper T-shaped steel 11 and a lower T-shaped steel 12, with an inclined first connecting angle steel 13 connecting the upper T-shaped steel 11 and the lower T-shaped steel 12. The first truss 10 uses two T-shaped steels as the main load-bearing components, with the upper T-shaped steel 11 located at the upper part of the truss and the lower T-shaped steel 12 located at the lower part of the truss. The upper and lower T-shaped steels 12 are interconnected by several inclined first connecting angle steels 13, forming the web members of the truss. The inclined angle steels make the truss form a triangular force-bearing unit, enhancing the overall stability. Through the combination of T-shaped steels and inclined angle steels, the truss has good load-bearing capacity and bending stiffness. The triangular unit structure effectively disperses and transfers loads, preventing structural instability. It facilitates factory prefabrication and on-site assembly, improving construction efficiency.

[0035] In one embodiment of this utility model, the flange of the lower T-shaped steel 12 is welded to the bottom steel plate 30, and the flange of the first connecting angle steel 13 is welded to the web of the upper T-shaped steel 11 and the lower T-shaped steel 12. The flange of the lower T-shaped steel 12 is directly welded to the bottom steel plate 30 to ensure a firm connection between the truss and the bottom steel plate 30. The flange of the first connecting angle steel 13 is welded to the web of the upper and lower T-shaped steel 12 respectively to ensure a rigid connection between the web members and the main members. The welding of the lower T-shaped steel 12 to the bottom steel plate 30 enhances the coordinated load-bearing capacity of the truss and the floor slab as a whole, and strengthens the overall structural integrity. The rigid connection between the web members and the main members improves the stability and load-bearing capacity of the truss. It ensures that the load can be efficiently transferred to the bottom steel plate 30 and the entire floor slab structure.

[0036] In one embodiment of this utility model, the second truss 20 includes an upper angle steel 21 and a lower angle steel 22, with an inclined second connecting angle steel 23 connecting the upper angle steel 21 and the lower angle steel 22. The second truss 20 uses the upper and lower angle steels as the main load-bearing components, connected by the inclined second connecting angle steel 23 to form a truss structure. Similar to the first truss 10, the inclined connection between the angle steels forms a triangular load-bearing unit. The angle steel truss structure is lightweight and easy to arrange and install. The triangular units enhance the load-bearing capacity and deformation resistance of the truss. It is suitable for secondary load directions, improving the overall spatial stiffness of the floor slab.

[0037] In one embodiment of this utility model, the inclination directions of multiple first connecting angle steels 13 alternately change along the length of the first truss 10, and the inclination directions of multiple second connecting angle steels 23 alternately change along the length of the second truss 20. The alternating inclination directions of the multiple connecting angle steels along the length of the truss create a continuous triangular unit. The alternating inclination of the web members disperses the force path, improving the overall stability and shear resistance of the truss. It prevents structural weakness caused by unidirectional force, enhancing seismic and impact resistance. It also optimizes material utilization and improves structural economy.

[0038] In one embodiment of this utility model, the flange of the lower angle steel 22 is welded to the bottom steel plate 30, and the flange of the second connecting angle steel 23 is welded to the flanges of the upper angle steel 21 and the lower angle steel 22. The flange of the lower angle steel 22 of the second truss 20 is welded to the bottom steel plate 30 to ensure a firm connection between the truss and the bottom steel plate 30. The flange of the second connecting angle steel 23 is welded to the flanges of the upper and lower angle steels 22 respectively to form a rigid node. The lower angle steel 22 is welded to the bottom steel plate 30 to improve the overall coordinated load-bearing capacity of the truss and the floor slab. The rigid node connection improves the stability and load-bearing capacity of the truss. It ensures efficient load transfer and enhances the overall performance of the floor slab.

[0039] The aforementioned structural design, through the rational arrangement of T-shaped steel, angle steel, and inclined connecting angle steel, forms an efficient truss load-bearing system. The welding of the upper and lower main members to the bottom steel plate 30 ensures the integrity of the truss and the floor slab, while the alternating inclined web members enhance the structure's stability and seismic resistance. These measures work together to significantly improve the floor slab's load-bearing capacity, stiffness, and safety, meeting the engineering requirements for large spans and reinforced openings, while also facilitating factory prefabrication and efficient on-site construction.

[0040] In one embodiment of this utility model, the first truss 10 and / or the second truss 20 are provided with lifting lugs 60 on their upper parts. The lifting lugs 60 are specially designed components, typically steel ring or hook-shaped structures, welded or fixed to the upper T-shaped steel 11 or upper angle steel 21 of the truss, used to facilitate the hoisting and transportation of prefabricated components during construction. The position and number of lifting lugs 60 are rationally arranged according to the size, weight, and hoisting requirements of the truss to ensure balanced force during hoisting. The lifting lugs 60 provide reliable connection points for the hoisting of prefabricated trusses, enabling the factory-prefabricated first truss 10 and / or second truss 20 to be quickly and accurately transported and installed to designated positions using lifting equipment, significantly improving construction efficiency. The installation of the lifting lugs 60 ensures uniform force distribution on the truss during hoisting, preventing component deformation or damage and improving on-site construction safety. The design of the lifting lugs 60 complements the modular construction concept, combining factory prefabrication and on-site assembly processes to reduce on-site work and shorten the construction cycle. The lifting lugs 60 can be flexibly set according to the specific structure of the truss and construction requirements, and are suitable for floor slab construction scenarios with different spans and complex structures.

[0041] In one embodiment of this utility model, shear studs 50 arranged vertically are provided on the bottom steel plate 30. These studs are used to connect the bottom steel plate 30 and the concrete layer. The shear studs 50 are typically short steel pins or studs, evenly distributed on the upper surface of the bottom steel plate 30, and their function is to strengthen the connection between the bottom steel plate 30 and the upper poured concrete layer. By embedding themselves in the concrete layer, the shear studs 50 form a mechanical interlocking effect, preventing relative slippage or separation between the steel plate and the concrete under stress, thereby achieving coordinated stress distribution. The shear studs 50 firmly connect the bottom steel plate 30 and the concrete layer through mechanical interlocking, significantly improving the interface shear force transfer capacity and preventing peeling or slippage caused by load. The shear studs 50 form a unified force system between the bottom steel plate 30 and the concrete layer, enhancing the overall stiffness and load-bearing capacity of the floor slab, making it particularly suitable for scenarios bearing large spans or complex loads. Through the bridging effect of shear studs 50, the collaborative working ability between the bottom steel plate 30 and the concrete layer is enhanced, effectively resisting the interfacial shear force caused by dynamic loads such as earthquakes, and improving the seismic performance of the structure. Shear studs 50 can be directly welded to the bottom steel plate 30 during the factory prefabrication stage, simplifying on-site construction procedures and seamlessly integrating with modular construction processes, further improving construction efficiency. The installation of shear studs 50 reduces the relative displacement between the steel plate and concrete, reducing potential fatigue damage or cracks during long-term use and improving the durability of the floor slab structure.

[0042] In summary, the concrete floor slab structure of this utility model, through the coordinated design of the bottom steel plate 30, the first truss 10, the second truss 20, and the concrete layer, forms a highly efficient steel-concrete composite load-bearing system, significantly improving the floor slab's load-bearing capacity, stiffness, and seismic performance. The bottom steel plate 30 replaces the traditional lower reinforcing steel and also serves as formwork. Combined with shear studs 50, it strengthens the connection with the concrete layer, ensuring interface shear force transfer and structural integrity, reducing slippage and fatigue damage, and extending service life. The first truss 10 and the second truss 20 adopt T-shaped steel, angle steel, and inclined connecting angle steel to form a hollow structure, optimizing the load transfer path, reducing the cross-sectional height, and maximizing the building's clear height, making it particularly suitable for large-span scenarios (approaching or exceeding 10 meters). The opening 40's edge, through a high-density truss arrangement and circumferential enclosure design, effectively enhances local stiffness and load-bearing capacity, prevents stress concentration and deformation, and meets the opening requirements of high-standard projects such as nuclear power plants. The 60-inch lifting lugs facilitate the hoisting of prefabricated components in the factory, simplifying the construction process, improving efficiency and safety, and supporting modular construction. The overall design, through material optimization and the construction of a three-dimensional stress system, significantly enhances structural economy, seismic resistance, and construction convenience, making it suitable for complex building scenarios with large spans and high ceilings. The above embodiments are merely illustrative of the principles and effects of this utility model and are not intended to limit the scope of this utility model. Any person skilled in the art can modify or alter the above embodiments without departing from the spirit and scope of this utility model. Therefore, all equivalent modifications or alterations made by those skilled in the art without departing from the spirit and technical concept disclosed in this utility model should still be covered by the claims of this utility model.

Claims

1. A concrete floor slab structure, characterized in that, include: Bottom steel plate; Multiple first trusses are provided, and the first trusses are provided on the bottom steel plate and are arranged horizontally. Multiple second trusses are provided. The second trusses are provided on the bottom steel plate. The second trusses are arranged horizontally and perpendicular to the first trusses. A concrete layer, which is poured onto the bottom steel plate and completely covers the first truss and the second truss.

2. The concrete floor slab structure according to claim 1, characterized in that, The concrete floor slab structure includes an opening that runs vertically through the structure, and the density of the first truss and the second truss at the edge of the opening is greater than that in the non-opening area.

3. The concrete floor slab structure according to claim 2, characterized in that, Part of the first truss and the second truss surround the circumferential position of the opening.

4. The concrete floor slab structure according to claim 1, characterized in that, The first truss includes an upper T-shaped steel and a lower T-shaped steel, and an inclined first connecting angle steel is connected between the upper T-shaped steel and the lower T-shaped steel.

5. The concrete floor slab structure according to claim 4, characterized in that, The flange of the lower T-shaped steel is welded to the bottom steel plate, and the flange of the first connecting angle steel is welded to the web of the upper T-shaped steel and the lower T-shaped steel.

6. The concrete floor slab structure according to claim 4, characterized in that, The second truss includes an upper angle steel and a lower angle steel, and an inclined second connecting angle steel connects the upper angle steel and the lower angle steel.

7. The concrete floor slab structure according to claim 6, characterized in that, Along the length of the first truss, the inclination directions of the plurality of first connecting angle steels alternately change, and along the length of the second truss, the inclination directions of the plurality of second connecting angle steels alternately change.

8. The concrete floor slab structure according to claim 6, characterized in that, The flange of the lower angle steel is welded to the bottom steel plate, and the flange of the second connecting angle steel is welded to the flanges of the upper angle steel and the lower angle steel.

9. The concrete floor slab structure according to claim 1, characterized in that, The first truss and / or the second truss are provided with lifting lugs on their upper parts.

10. The concrete floor slab structure according to claim 1, characterized in that, The bottom steel plate is provided with shear studs arranged in the vertical direction.

Images