Metal ribbed concrete composite slab

Abstract

The utility model discloses a kind of metal rib concrete composite slab, belong to building structure technical field.The composite slab includes the concrete bottom plate with embedded reinforcement;Metal rib is composed of upper chord and abdomen, the abdomen is continuously bent into wave shape by reinforcing steel bar or steel pipe, or is made of continuously bent flat steel plate, continuously bent section steel;The concrete bottom plate is fixedly connected with metal rib through abdomen lower part, and forms integral force structure.Different reinforcement is set in concrete bottom plate according to thickness;The abdomen lower part of metal rib is provided with half-buried half-exposed lower chord reinforcing steel, upper chord is filled with concrete and embedded reinforcing steel;Metal rib and steel bar, transverse connection steel combination form two-way space truss system.The utility model uses steel-mix combined force, orderly reinforcement integrated construction, improves bottom plate crack resistance, structural rigidity and integrity, increases applicable span, reduces joint and plastering process, reduces comprehensive construction cost, and is applicable to various assembly type building floor engineering.

Description

Technical Field

[0001] This utility model specifically relates to the field of building structure technology, and specifically to a metal-ribbed concrete composite slab, which can be widely used in floor slabs of various projects. Background Technology

[0002] In the rapid development of prefabricated buildings, composite floor slabs, as a key component for realizing building industrialization, have consistently seen technological innovations focused on improving structural performance, optimizing construction efficiency, and reducing overall costs. Among these, the trend towards ultra-thin concrete slabs is significant. Through continuous improvements in material proportions and molding processes, slab thickness has been substantially reduced, currently reaching as thin as 15mm. This breakthrough has significantly promoted the lightweighting of components, not only reducing transportation and hoisting costs but also creating favorable conditions for accelerating construction progress. However, in the pursuit of ultra-thin base plates and lightweight components, the existing technology system has gradually revealed many insurmountable defects, which seriously restrict the application effectiveness of composite floor slabs in actual engineering projects: Firstly, reinforcement schemes for thin concrete slabs have significant limitations. Due to the extremely thin slab thickness, traditional reinforcements such as steel mesh are difficult to arrange effectively. The industry often uses the incorporation of disordered fibers to improve crack resistance and tensile strength. However, the use of disordered fibers significantly increases material costs—including the purchase cost of the fibers themselves and the processing costs required to ensure uniform dispersion during mixing—and the reinforcement effect fails to reach the ideal level. The random distribution of fibers within the concrete results in a lack of directionality and concentration in their crack suppression effect. When the thin slab is subjected to temperature stress, shrinkage stress, or localized loads, micro-cracks are still prone to appear and gradually propagate, making it difficult to meet the long-term durability requirements of the structure. Secondly, the structural system using steel trusses as reinforcing ribs is ineffective. In existing technologies, steel trusses are the primary means of enhancing the overall stiffness and strength of precast floor slabs. However, due to their structural form, their stiffness and load-bearing capacity have significant limitations, directly resulting in a smaller applicable span for the floor slabs. In actual construction, to prevent excessive deformation of the floor slabs, full-scale scaffolding is still required for temporary support. This contradicts the "formwork-free and support-free" concept advocated by prefabricated buildings, significantly weakening the efficiency advantages of industrialized construction. More importantly, some technical solutions blindly increase the amount of steel trusses used to improve floor slab strength, not only causing a surge in steel consumption and rising costs, but also potentially negating the lightweight benefits of ultra-thin floor slabs due to the excessive weight of the trusses, creating a vicious cycle in the technology. Third, the contradiction between floor slab width and truss arrangement is difficult to reconcile. Most current technical solutions employ a unidirectional truss design, with the truss arranged along the length of the floor slab. While this provides effective reinforcement in that direction, the floor slab lacks corresponding truss support in the width direction perpendicular to the truss. This causes a sharp decrease in the bending resistance of the thin floor slab in this direction, making it highly susceptible to transverse cracks due to uneven load distribution or constrained deformation. Although some solutions attempt to address this issue using a bidirectional truss design, the orthogonal truss system requires precise control of node connections during fabrication. Installation also faces challenges such as difficulty in truss positioning and interference with other components, leading to low production efficiency, a sharp increase in construction complexity, and difficulty in meeting the needs of large-scale engineering applications. Fourth, the contradiction between functional positioning and construction costs is prominent. Many existing precast floor slabs lack reinforcing steel reinforcement due to structural design limitations, serving only as formwork during construction. Because of the numerous joints in the slab, and the tendency for unevenness and height differences to occur at these joints, plastering is required after construction to ensure floor flatness. This process not only increases the overall thickness of the floor slab— negating the lightweight advantage originally achieved through ultra-thin slabs—but also incurs additional costs due to the procurement, transportation, and construction of plastering materials, resulting in significant material waste and extending the construction period. This contradicts the high efficiency and economic goals pursued in prefabricated construction. In summary, the shortcomings of existing composite floor slab technology in terms of thin-base reinforcement, rib performance, structural integrity, and functional cost balance have become the core obstacles restricting its development towards higher performance and better economy, and urgently need to be overcome through innovative technical solutions. Summary of the Invention

[0003] (a) Technical problems to be solved This utility model aims to solve the problems existing in the composite floor slab technology, such as poor reinforcement effect of thin concrete base plate, insufficient performance of reinforcing ribs, prominent contradiction between floor slab width and truss arrangement, and contradiction between functional positioning and construction cost. It provides a metal rib concrete composite slab to improve the structural performance of composite slabs, expand the applicable span, simplify the manufacturing and installation process, and reduce the overall cost.

[0004] (II) Technical Solution To achieve the above objectives, the present invention adopts the following technical solution:

[0005] As shown in Figure 1, the metal-ribbed concrete composite slab mainly includes a concrete base slab (1) and metal ribs (3). The concrete base slab (1) has a reinforcing body (2) embedded inside; the metal ribs (3) consist of an upper chord (4) and a wavy belly (5), and the belly (5) can be made of continuously bent steel bars, steel pipes, flat steel plates or structural steel; the lower part of the belly (5) is fixedly connected to the concrete base slab (1) to form an integral load-bearing structure.

[0006] Thin base plate reinforcement: When the thickness of the concrete base plate (1) is ≤20mm, the reinforcement (2) can be made of prestressed steel wire or fiber rope (diameter ≤3mm). This technical solution has achieved a breakthrough improvement and effectively solved the problems of insufficient performance of traditional disordered fiber reinforcement and anchoring of coarse-diameter fibers: a. Material and structural advantages of fine fiber rope: High-strength fine fiber rope with a diameter of 1-2mm (such as aramid fiber rope, ultra-high modulus polyethylene fiber rope or carbon fiber) is selected. Its single filament diameter is only 0.05-0.1mm, and the rope structure is formed by multi-filament twisting. Compared with traditional coarse-diameter fibers (diameter ≥3mm), the specific surface area of ​​fine fiber rope is significantly increased (up to 3-5 times that of coarse fibers). It can form a more sufficient interface bond with C30-C40 fine stone concrete (coarse aggregate particle size ≤5mm), and the anchoring strength is increased by more than 40%. It avoids the "slippage-peeling" phenomenon caused by insufficient contact area between coarse fibers and concrete, and ensures that the fiber rope and concrete are stressed together. b. Innovative Ordered Arrangement and Prestress Application: A "winding method" is used to directionally arrange the fine fiber ropes. Through pre-installed metal rods with pulleys around the mold platform, the fiber ropes are alternately wound longitudinally and transversely along the base plate to form a mesh structure, achieving a transformation from "disorderly dispersed" to "orderly directional" reinforcement. Addressing the small diameter and fragility of the fine fiber ropes, the first metal rod is tightened during the winding process, and prestress is applied simultaneously through the pulley system. This solves the problems of low efficiency, difficult anchoring, and uneven tension in traditional single-rod tensioning methods, ensuring uniform prestress distribution across the entire base plate plane. c. Optimized Stress and Enhanced Crack Resistance: The fine fiber rope mesh adopts a "close-to-the-bottom" strategy (2-6mm from the bottom surface of the base plate), precisely matching the stress requirements of the thin plate's tension zone. During concrete hardening, the pretension of the fiber ropes can offset more than 70% of the shrinkage and temperature stresses. Combined with the directional constraint effect formed by the orderly arrangement, the crack suppression efficiency is improved by more than 60% compared to disordered fibers. During the hoisting and use of concrete slabs, tensile stress is typically generated at the bottom of the slab. Approaching the bottom of the slab can effectively enhance its bending strength and crack resistance. This solution not only retains the lightweight advantages of fiber reinforcement but also overcomes the application bottlenecks of traditional reinforcements in ultra-thin slabs through ordered and prestressed technologies, providing reliable assurance for the crack resistance and structural safety of thin composite floor slabs.

[0007] Steel wire mesh or fiber mesh (steel wire diameter ≤ 3mm) can also be selected, and the steel wire mesh is preferably welded to the abdomen (5). Steel fiber, polyester fiber, carbon fiber or glass fiber can also be selected.

[0008] Conventional base plate reinforcement: When the thickness of the concrete base plate (1) is 30-50mm, the reinforcement (2) is a combination of longitudinal and transverse steel bars, and the longitudinal steel bars are preferably prestressed steel bars.

[0009] Metal rib optimization: The upper chord (4) can be a channel steel with an opening facing upward or downward, or a flat steel plate or a trapezoidal steel pipe with an upper width ≥ 30mm; wherein, the cross section of the channel steel and the trapezoidal steel pipe is in the form of an upper side length less than the lower side length, and both sides of the cross section are inclined sides, forming a trumpet-shaped cross section with a smaller upper side and a larger lower side. The continuous bending steel bars of the web can be fully contacted and welded with the two inclined sides to achieve pressure welding, which is cheaper and stronger.

[0010] The upper chord (4) uses both oblique channel steel and flat steel plate with wide and flat cross-sections. The distance between the centroid of the cross-section and the top surface of the floor slab is 10%-20% shorter than that of the upper chord of a traditional steel truss (usually a single steel bar). This structural characteristic significantly increases the moment of inertia of the cross-section, directly improving the overall strength and stiffness of the metal rib (3), and laying a solid structural foundation for expanding the floor slab span and reducing the number of metal ribs.

[0011] When the channel steel is arranged with the opening facing upwards, the construction convenience and cost advantages are particularly prominent: the channel steel opening can be directly used as a formwork for concrete pouring. At the same time as pouring the concrete base plate (1), the concrete (7) in the channel (strength grade C40-C50) can be filled, without the need for additional formwork and secondary pouring. The process integration rate is increased by 50%, and the production cost is reduced by 20%. The filled concrete and the channel steel form a steel-concrete composite section. With the help of the interlocking force between the channel steel flange and the concrete (the interlocking force can be increased by another 30% after adding the serrated notch), the compressive bearing capacity of the upper chord is increased by 100%-200% compared with the pure steel section, while the overall cost is only 30%-50% of that of the all-steel upper chord, perfectly achieving the design goal of "low cost and high strength".

[0012] The design of the upper chord width ≥30mm (preferably 50-100mm) provides ample operating space for the connection of the transverse steel bars (6): when the steel bars (6) are orthogonal or oblique to the metal ribs (3), the two form a line-surface connection. The wide and flat upper chord can be reliably connected by welding or by inserting holes (the hole diameter is 2-3mm larger than the steel bar diameter) and then casting concrete for anchoring. This connection method can enhance the bonding between the cast concrete and the channel-shaped upper chord, and reduce the amount of welding work and energy consumption. The wide connection design effectively constrains the hinge deformation of the transverse steel bars, making them form a fixed connection with the metal ribs. The two work together to form a two-way load-bearing rib, thereby increasing the plate width. This approach is simple to operate and greatly improves the production efficiency.

[0013] The edges of the left and right side plates of the channel steel can be bent inward or outward. A serrated notch can be provided at the bend to enhance the interlocking force and solve the problem that the concrete cannot be poured due to the cavity at the bend. After bending, the channel steel has greater strength, which is more conducive to reducing the slenderness ratio between the truss crests, thereby improving the strength of the truss.

[0014] The abdomen (5) is supported by a single or multiple rows of corrugated steel bars; 28. The lower chord reinforcement (10) (HRB400 grade, diameter 10-14mm) of the abdomen (5) can be welded in a "semi-embedded and semi-exposed" arrangement, that is, partially embedded in the concrete base slab (1) (embedding depth 5~10mm). This design brings multiple technical benefits: a. In terms of connection performance, the reinforcement segments embedded in the base slab form a mechanical interlock with the concrete, and enhance the integrity of the metal rib and the base slab through the interface bonding force; the exposed reinforcement segments form a reliable anchoring connection with the subsequent concrete when the composite layer concrete is poured, so that the working coefficient of the base slab and the composite layer is increased to more than 0.9, which solves the limitation of traditional precast base slabs relying solely on rough surfaces to transmit shear force. b. In terms of functional upgrade, the setting of the lower chord reinforcement transforms the concrete base slab (1) from a simple construction formwork into a composite component that participates in structural stress. Compared with the traditional "non-stressed formwork", this design reduces the later plastering layer, saves material costs of 15-20 yuan per square meter, and avoids the problem of waste disposal after the formwork is removed. c. Through the combined action of steel bars and concrete, the bending bearing capacity of the base plate is increased by 60%-80%, which can bear the self-weight and temporary load during the construction stage without relying on full-span scaffolding. d. For the metal rib (3), the lower chord steel bars, the upper chord (4), and the web (5) form a complete "truss force system", which increases the tensile bearing capacity of the lower edge of the section by more than 40%, and increases the overall stiffness of the truss. e. In addition, the lower chord steel bars can be directly used as the reinforcing steel bars of the later composite layer (reinforcement ratio ≥0.2%), which reduces the amount of steel bars in the post-cast concrete and realizes the efficient use of materials. e. Optimize the arrangement of the lower chord steel bars, improve the stiffness and strength of the truss, and enhance the connection between the truss and the base plate. The lower chord steel bars (10) are divided into two layers. The upper layer steel bars (10-1) have a diameter of not less than 6mm and are partially exposed on the surface of the concrete base plate (1). The lower layer steel bars (10-2) have a diameter of not more than 5mm and are welded to the bottom of the web (5) and embedded in the concrete base plate (1). The bottom chord reinforcement is designed as a double-layer bottom chord, with the upper layer being partially exposed and partially embedded, and the lower layer welded to the bottom of the web. The bottom chord reinforcement enhances the bending strength of the base slab, and its greater distance from the upper chord increases the lever arm by up to 15%, resulting in a 20-40% increase in truss strength and stiffness. The thinner reinforcement, serving as the bottommost bottom chord, is in full contact with the base slab concrete, thus increasing the connection strength between the base slab and the web. This multi-functional design strengthens structural connections, expands the function of the base slab, and significantly reduces overall costs while improving overall performance, perfectly aligning with the intensive design concept of prefabricated buildings.

[0015] Two-way reinforced structure: Steel bars (6) are provided above or below the metal ribs (3) at an angle or orthogonal to the metal ribs (3). The steel bars (6) can be steel bars, angle steel, etc. The connection between the steel bars (6) and the metal ribs (3) can be welding or passing through the holes (9) of the upper chord channel steel. The transverse connecting steel (12) is V-shaped or inverted V-shaped and is used to connect the steel bars (6) to the concrete base plate (1) or the lower chord steel bars (10). When the spacing of the metal ribs (3) is large (e.g., more than 400 mm), the transversely arranged steel bars (6) are prone to insufficient stiffness due to excessive slenderness ratio (≥200), resulting in instability and failure under load, making it difficult to effectively withstand transverse bending moments and causing cracks in the base plate. To address this issue, V-shaped or inverted V-shaped transverse connecting steel (12) is added between adjacent metal ribs. The transverse connecting steel (12) is made of steel bars with a diameter of 5-10mm bent into a V-shape (angle 60°-90°) or inverted V-shape. The upper part is welded to the steel bar (6), and the lower part is anchored to the embedded part of the concrete base plate (1) or the lower chord steel bar (10). This structural design enables it to perform the function of a truss "web member" - when the composite slab is subjected to transverse bending moment, the V-shaped connecting steel (12) can transfer shear force through tension and compression, and together with the steel bar (6), transverse reinforcing steel (11) and metal rib 3, form a transverse force-bearing truss. At the same time, the V-shaped connecting steel (12) divides the span of the steel bar (6) into several short segments, shortens the calculated length of the steel bar, improves the compressive stability bearing capacity, and greatly improves the transverse stiffness and strength of the composite slab.

[0016] By simulating the action of the web members, the transverse connecting steel (12), steel bars (6), metal ribs (3), and transverse reinforcing steel (11) form a complete transverse spatial truss: the steel bars (6) act as transverse chords to transmit axial force, the connecting steel acts as web members to transmit shear force, and the metal ribs act as longitudinal supports to provide constraints. This system increases the bending stiffness of the floor slab in the direction perpendicular to the metal ribs by 1.5-2 times and the cracking load by 100%, effectively suppressing the cracking problem caused by insufficient transverse stiffness in wide floor slabs. At the same time, it simplifies the complex node construction of traditional two-way trusses, taking into account both structural performance and construction efficiency.

[0017] Upper chord filling reinforcement: Concrete (7) is filled into the channel steel with the opening facing upward, and steel bars (8) are built inside, preferably prestressed tendons.

[0018] (III) The innovations of this utility model are mainly reflected in four dimensions: structural design, material application, construction technology, and functional optimization, as detailed below: I. Structural Design Innovation

[0019] The metal rib (3) adopts a combination structure of "upper chord (4) + wavy belly (5)". The belly (5) is composed of continuously bent steel bars, steel pipes, flat steel plates or structural steel, and is fixed to the concrete base plate (1) through the lower part of the belly to form an integral force system. Compared with the "straight web" design of traditional steel trusses, the wavy belly can disperse stress through multi-directional bending. Combined with the wide and flat section of the upper chord (4) (channel steel or flat steel plate, upper width ≥30mm), the moment of inertia of the section is significantly increased (more than 2 times that of traditional trusses), which solves the problems of insufficient stiffness and limited span of traditional trusses. Support-free operation can be achieved within a span of 6m.

[0020] A spatial grid system is formed by “metal ribs (longitudinal) + steel bars (6, transverse / oblique) + V-shaped / inverted V-shaped transverse connecting steel (12)”: the steel bars (6) are orthogonal or oblique to the metal ribs (3), and the transverse connecting steel (12) acts as “web members” to divide the span of the steel bars (the calculated length is shortened by more than 50%), thereby improving the transverse stability bearing capacity. This design avoids the defects of complex nodes and difficult installation of traditional two-way trusses, and increases the transverse bending stiffness of the floor slab by 1.5-2 times and the cracking load by 100%.

[0021] The channel-shaped steel upper chord (4) with its opening facing upward is filled with concrete (7) and reinforced with steel bars (8, preferably prestressed tendons) to form a steel-concrete composite section. The flange of the channel-shaped steel can be bent and has serrated notches to enhance the interlocking force with the concrete (increase by 30%), so that the compressive bearing capacity of the upper chord is increased by 100%-200% compared with the pure steel section, and the overall cost is only 30%-50% of that of the all-steel upper chord, achieving a breakthrough of "low cost and high strength". II. Materials and Reinforcement Technology Innovation

[0022] For ultra-thin base plates ≤20mm, high-strength fine fiber ropes (aramid, carbon fiber, etc.) with a diameter of 1-2mm are used to form a mesh structure (50-100mm mesh) through a "winding method," and prestress is applied (controlled stress 0.6-0.65fptk). The specific surface area of ​​the fine fiber rope is 3-5 times that of coarse fiber, and the bonding strength with fine aggregate concrete is increased by 40%. This solves the problems of "uneven dispersion and insufficient anchoring" of traditional disordered fibers, and the crack control capability is improved by more than 50% (crack width ≤0.03mm after 28 days).

[0023] The lower chord reinforcement (10) welded to the lower part of the abdomen (5) adopts a "partially embedded in the bottom slab + partially exposed" design: the embedded section enhances the integrity of the metal ribs and the bottom slab, and the exposed section serves as the anchor reinforcement for the composite layer, thereby increasing the working coefficient of the bottom slab and the post-cast layer to over 0.9. At the same time, the lower chord reinforcement upgrades the bottom slab from a "non-stressed formwork" to a stress-bearing component, increasing the bending bearing capacity by 60%-80% and reducing the plaster layer (saving 15-20 yuan / ㎡ in costs).

[0024] Different reinforcement schemes are adopted for different base plate thicknesses: prestressed fiber rope / net or short fiber is used for thin plates ≤20mm; longitudinal prestressed steel bars + transverse steel bars are used for conventional plates 30-50mm, so as to achieve precise matching between materials and stress requirements and avoid cost waste caused by "over-strength design". III. Functional and Economic Innovation

[0025] The concrete base slab (1) transforms from a simple construction formwork into a component that participates in the stress of the entire life cycle through the synergistic effect of the reinforcement (2) and the metal rib. It can bear the load during the construction stage, eliminating the need for full-span scaffolding and reducing support costs by more than 60%.

[0026] The wide-width design (panel width up to 2.4m) reduces the number of joints by 50%. Combined with the anchoring effect of the exposed section of the lower chord reinforcement, it significantly reduces the need for later plastering (from 20-30mm to 5-10mm), saving 25-30 yuan in material and labor costs per square meter, while shortening the construction period by 20%.

[0027] The bottom chord reinforcement (10) serves as both a metal rib tension bar and a composite layer reinforcement bar. The steel bar (6) and the transverse connecting steel (12) are reused as transverse truss members, reducing the amount of steel reinforcement by 15%-20% (10-14 kg / m²), thus achieving an intensive design of "one material for multiple uses".

[0028] (iv) Beneficial effects Compared with the prior art, the present invention has the following beneficial effects: This invention incorporates various types of reinforcements within the concrete slab. By employing appropriate reinforcements for slabs of different thicknesses, the crack resistance and tensile strength of thin concrete slabs can be effectively improved, solving the problems of high cost and mediocre effectiveness of disordered fiber reinforcement in existing technologies. For example, when the slab thickness is no more than 20mm, prestressed steel wires, fiber ropes, wire mesh, or fiber nets can be used to directionally enhance the slab's strength. When the slab thickness is 30mm~50mm, longitudinal and transverse reinforcements, especially prestressed longitudinal reinforcements, can significantly improve the slab's load-bearing capacity. The metal rib consists of an upper chord and a web with a specific structure. The special structure of the web and the rational design of the upper chord greatly improve the stiffness and strength of the metal rib. Compared with traditional steel trusses, it can effectively expand the floor slab span, reduce or even eliminate the need for full-span scaffolding, meet the requirements of prefabricated formwork-free and support-free construction, and avoid the problem of increased steel consumption caused by increasing the amount of steel trusses.

[0029] By connecting steel bars that are obliquely or orthogonally perpendicular to the metal ribs above or below them, and in conjunction with transverse connecting steel and transverse reinforcing steel structures, the problems of easy cracking in the width direction of the floor slab caused by unidirectional trusses and the complexity of fabrication and installation of bidirectional trusses in existing technologies are solved. The connection method between the steel bars and the metal ribs is simple and reliable, such as welding or passing through holes in the flanges of the channel steel, ensuring the strength and stability of the floor slab in all directions and reducing the risk of cracking. 4. The composite slab of this utility model is equipped with a load-bearing structure, which can not only be used as a template, but also participate in the overall load-bearing. In addition, the structural design of the bottom plate reduces the number of joints, reduces the need for plastering after construction, and avoids the situation of increased floor slab thickness, increased cost and material waste, which is in line with the development goal of efficient and economical prefabricated buildings. Attached Figure Description

[0030] Figure 1 This is a schematic diagram of a prestressed fiber tensioned structure for a metal-ribbed concrete composite slab. Figure 2 A schematic diagram of a metal rib concrete composite slab (the upper chord (4) has an upward-opening channel steel rolled edge, concrete (7) is poured into the channel, steel bars (8) are embedded, and prestressed fiber rope netting is added to the bottom plate). Figure 3 A schematic diagram of a metal rib concrete composite slab (the upper chord (4) is a downward-opening channel steel, the double lower chord steel bars (10) are inside the two side plates of the upper chord (4), the lower chord steel bars (10) are inside the web (5), and the bottom plate is reinforced with fibers). Figure 4 Here is a schematic diagram of a metal rib concrete composite slab (the upper chord (4) has a downward-opening channel steel rolled edge, double lower chord steel bars (10), and a prestressed fiber rope net is added inside the bottom plate). Figure 5 A schematic diagram of a metal rib concrete composite slab (the upper chord (4) has an upward-opening channel steel rolled edge, concrete (7) is poured in the channel and steel bars (8) are embedded, the trough of the abdomen (5) has a straight section, and the bottom plate is reinforced with fibers). Figure 6 A schematic diagram of a metal rib concrete composite slab (the upper chord (4) has an upward-opening channel steel, concrete (7) is poured in the channel, the trough of the belly (5) has a flat section, double lower chord steel bars (10), and prestressed fiber rope netting is added inside the bottom plate). Figure 7This is a schematic diagram of a metal-ribbed concrete composite slab (the upper chord (4) is a steel bar, the double lower chord steel bars (10) are added, and the bottom plate is reinforced with prestressed fiber rope mesh). Figure 8 This is a schematic diagram of a metal rib concrete composite slab (the upper chord (4) is a flat steel plate, the web (5) has straight sections at the crests and troughs, double lower chord steel bars (10), the web (5) is welded to the bottom surface of the upper chord (4), and a prestressed fiber rope net is added inside the bottom plate). Figure 9 A schematic diagram of a metal-ribbed concrete composite slab (the upper chord (4) has an upward-opening channel steel, concrete (7) is poured into the channel, there is a transverse reinforcing steel (11), and steel bars (6) are above the metal rib (3). Figure 10 A schematic diagram of a metal rib concrete composite slab (upper chord (4) with an upward-opening channel steel, concrete (7) poured in the channel, transverse reinforcing steel (11), steel bar (6) passing through the side hole (9) of the metal rib (3); Figure 11 A schematic diagram of a metal rib concrete composite slab (the upper chord (4) has an upward-opening channel steel, concrete (7) is poured in the channel, there is a transverse reinforcing steel (11), a steel bar (6) is above the metal rib (3), and an inverted V-shaped transverse connecting steel (12) is set below the steel bar (6)). Figure 12 A schematic diagram of a metal rib concrete composite slab (the upper chord (4) has an upward-opening channel steel, a transverse reinforcing steel (11), a steel strip (6) above the metal rib (3), and a V-shaped transverse connecting steel (12) below the steel strip (6)). Figure 13 A schematic diagram of a metal-ribbed concrete composite slab (upper chord (4) with an upward-opening channel steel, transverse reinforcing steel (11), and steel strip (6) passing through the side holes (9) of the metal rib (3)); Figure 14 A schematic diagram of a metal rib concrete composite slab (the upper chord (4) has an upward-opening channel steel, a transverse reinforcing steel (11), a steel strip (6) above the metal rib (3), and a V-shaped transverse connecting steel (12) below the steel strip (6)). Figure 15 A schematic diagram of a metal-ribbed concrete composite slab (the upper chord (4) has a downward-opening channel steel, a transverse reinforcing steel (11), and a steel bar (6) above the metal rib (3). Figure 16 A schematic diagram of a metal rib concrete composite slab (the upper chord (4) has an upward-opening channel steel, concrete (7) is poured in the channel, prestressed steel bars (8) are embedded, there are no lower chord steel bars (10), steel bars (6) are above the metal rib (3), and inverted V-shaped transverse connecting steel bars (12) are set below the steel bars (6).

[0031] In the diagram: 1. Concrete base slab; 2. Reinforcing body; 3. Metal rib; 4. Top chord; 5. Web; 6. Steel bar; 7. Concrete; 8. Reinforcing bar; 9. Hole; 10. Bottom chord reinforcement; 10-1. Upper layer reinforcement; 10-2. Lower layer reinforcement; 11. Transverse reinforcing steel; 12. Transverse connecting steel. Detailed Implementation

[0032] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model. Example 1

[0033] A metal-ribbed concrete composite slab includes a concrete base slab (1) and metal ribs (3). ① The thickness of the concrete base plate (1) is 18mm, and a reinforcement (2) is embedded inside; the reinforcement (2) is a steel wire with a diameter of 2mm, and the steel wire is a prestressed steel wire (i.e., prestress is applied to the steel wire).

[0034] ② The metal rib (3) consists of an upper chord (4) and a belly (5): the upper chord (4) is a channel steel with a width of 40mm and an upward opening. The left and right sides of the channel steel are inclined inward at an angle of 15 degrees. The belly (5) is made of steel bars continuously bent into a wave shape and welded to the left and right sides of the upper chord (4) by resistance pressure. Two lower chord steel bars (10) are welded near the lower end of the belly (5).

[0035] ③ The concrete base plate (1) and the metal rib (3) are connected by binding and fixing the lower part of the abdomen (5) with the prestressed steel wire mesh.

[0036] ④ The channel steel of the upper chord (4) is filled with concrete (7), and steel bars (8) are embedded in the concrete (7). Example 2

[0037] The structure and manufacturing method are basically the same as those in Example 1, except that: The upper chord (4) of the metal rib (3) is a channel steel with an opening facing downwards; the lower chord steel bar (10) is partially exposed on the surface of the concrete base plate (1).

[0038] A steel bar (6) is connected above the upper chord (4) of the metal rib (3). The steel bar (6) is a steel bar that is perpendicular to the metal rib (3). The intersection of the two is connected by welding.

[0039] A transverse reinforcing steel (11) is provided below the steel bar (6), and the transverse reinforcing steel (11) is welded to the lower chord reinforcing steel (10). Example 3

[0040] The structure and manufacturing method are basically the same as those in Example 1 or Example 2, except that: The reinforcement (2) is a carbon fiber rope with a diameter of 1.5 mm; The metal rib (3) and the upper chord (4) are channel steel with a width of 50mm and an upward opening. The left and right sides of the channel steel are inclined inward at an angle of 15 degrees. The edges of the left and right sides of the channel steel are bent inward or outward. There are serrated notches or openings at the bends. Holes (9) are opened on the left and right sides of the upper chord (4) channel steel, and the steel bar (6) passes through the holes (9). The steel bar (6) is a steel pipe; A transverse connecting steel (12) is provided between the metal ribs (3) and below the steel strip (6). The transverse connecting steel (12) is V-shaped or inverted V-shaped. Its upper part is welded to the steel strip (6) and its lower part is connected to the transverse reinforcing steel (11). Example 4

[0041] The structure and manufacturing method are basically the same as those of Embodiment 1, Embodiment 2, or Embodiment 3, except that the upper chord (4) of the metal rib (3) is a flat steel plate (instead of a channel steel). The belly (5) is made of three rows of steel bars continuously bent in a wavy shape, with a horizontal bend at the crest. The top surface of the belly (5) is welded together with the bottom surface of the upper chord (4). Example 5

[0042] The structure and manufacturing method of Example 1, Example 2, Example 3, or Example 4 are basically the same, the difference being that the reinforcing body (2) is made of steel fiber, polyester fiber, carbon fiber, or glass fiber, forming a highly ductile base plate, which is not prone to breakage when combined with the truss rib.

[0043] Four lower chord reinforcing bars (10) are welded near the lower part of the abdomen (5). The lower chord reinforcing bars (10) are divided into two layers. The upper layer of reinforcing bars (10-1) has a diameter of not less than 8 mm and is partially exposed on the surface of the concrete base slab (1). The lower layer of reinforcing bars (10-2) has a diameter of 4 mm and is welded to the bottom of the abdomen (5) and embedded in the concrete base slab (1). The upper layer of reinforcing bars is used for the load-bearing reinforcement of the floor slab, and the lower layer of reinforcing bars is used to enhance the strength and stiffness of the composite slab under construction conditions, improve the crack resistance of the base slab, and reduce the number of supports for the composite slab, thereby achieving a better economic effect. Example 6

[0044] A metal-ribbed concrete composite slab includes a concrete base slab (1) and metal ribs (3). ① The thickness of the concrete base slab (1) is 40mm, and a reinforcement (2) is embedded inside; the reinforcement (2) includes longitudinal steel bars and transverse steel bars, wherein the longitudinal steel bars are prestressed steel bars.

[0045] ② The upper chord (4) of the metal rib (3) is a channel-shaped flat steel plate with an upward opening. The left and right sides of the channel steel are inclined inward at an angle of 15 degrees. The edges of the left and right sides of the channel steel are bent inward or outward. There are serrated notches or openings at the bends. The belly (5) is composed of a continuously bent, wavy flat steel plate, which is connected to the left and right sides of the upper chord (4) by welding.

[0046] ③ A steel bar (6) is connected above the upper chord (4) of the metal rib (3). The steel bar (6) is a flat steel bar and is perpendicular to the metal rib (3).

[0047] ④ The channel steel of the upper chord (4) is filled with concrete (7). Example 7

[0048] The structure and manufacturing method are basically the same as those in Example 5, except that: A transverse connecting steel (12) is provided between the metal ribs (3) and below the steel strip (6). The transverse connecting steel (12) is V-shaped or inverted V-shaped. Its upper part is welded to the steel strip (6) and its lower part is connected to the concrete base plate (1).

[0049] The channel steel of the upper chord (4) is filled with concrete (7), and prestressed steel bars (8) are embedded in the concrete (7).

[0050] The above embodiments are merely preferred embodiments of this utility model and are not intended to limit this utility model. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this utility model should be included within the protection scope of this utility model.

[0051] Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the present invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A metal-ribbed concrete composite slab, characterized in that, include: The concrete base plate (1) has an internal reinforcement (2); the metal rib (3) consists of an upper chord (4) and a belly (5), wherein the belly (5) is composed of steel bars or steel pipes continuously bent into a wave shape or a continuously bent flat plate or a continuously bent section steel; the concrete base plate (1) and the metal rib (3) are fixedly connected through the lower part of the belly (5) to form an integral load-bearing structure.

2. The metal-ribbed concrete composite slab according to claim 1, characterized in that: The thickness of the concrete base plate (1) is no more than 20 mm.

3. The metal-ribbed concrete composite slab according to claim 2, characterized in that: The reinforcement (2) inside the concrete base plate (1) is steel wire or fiber rope.

4. The metal-ribbed concrete composite slab according to claim 3, characterized in that: The diameter of the steel wire or fiber rope is no greater than 3 mm, and prestress is applied to the steel wire or fiber rope.

5. A metal-ribbed concrete composite slab according to claim 2, characterized in that: The reinforcement (2) inside the concrete base plate (1) is a wire mesh or fiber mesh, and the diameter of the wire in the wire mesh is not greater than 3mm.

6. A metal-ribbed concrete composite slab according to claim 5, characterized in that: The wire mesh is welded to the lower side of the abdomen (5).

7. A metal-ribbed concrete composite slab according to claim 2, characterized in that: The reinforcement (2) inside the concrete base plate (1) is steel fiber, polyester fiber, carbon fiber, or glass fiber.

8. A metal-ribbed concrete composite slab according to claim 1, characterized in that: The thickness of the concrete base plate (1) is 30mm~50mm.

9. A metal-ribbed concrete composite slab according to claim 8, characterized in that: The reinforcement (2) inside the concrete base slab (1) consists of longitudinal and transverse steel bars.

10. A metal-ribbed concrete composite slab according to claim 9, characterized in that: The longitudinal steel bars are prestressed steel bars and are subjected to prestress.

11. A metal-ribbed concrete composite slab according to claim 1, characterized in that: The upper chord (4) is a channel steel with an opening facing upward or a channel steel with an opening facing downward or a flat steel plate or a trapezoidal steel pipe, with an upper width of not less than 30mm. The cross-section of the channel steel and the trapezoidal steel pipe is in the form of an upper length that is less than the lower length, and both the left and right sides of the cross-section are inclined sides.

12. The metal-ribbed concrete composite slab according to claim 1, characterized in that: One or more lower chord steel bars (10) are welded near the lower part of the abdomen (5).

13. A metal-ribbed concrete composite slab according to claim 12, characterized in that: The lower chord reinforcement (10) is partially exposed on the surface of the concrete base plate (1).

14. A metal-ribbed concrete composite slab according to claim 12, characterized in that: The lower chord reinforcement (10) is divided into two layers. The upper layer reinforcement (10-1) has a diameter of not less than 6 mm and is partially exposed on the surface of the concrete base plate (1). The lower layer reinforcement (10-2) has a diameter of not more than 5 mm and is welded to the bottom of the web (5) and embedded in the concrete base plate (1).

15. A metal-ribbed concrete composite slab according to claim 1, characterized in that: A steel strip (6) is connected above or below the metal rib (3), and the steel strip (6) is oblique or orthogonal to the metal rib (3).

16. A metal-ribbed concrete composite slab according to claim 15, characterized in that: The steel bar (6) is a reinforcing bar, flat steel, channel steel, angle steel, or steel pipe.

17. A metal-ribbed concrete composite slab according to claim 15, characterized in that: A transverse connecting steel (12) is provided between the metal ribs (3) and below the steel strip (6).

18. A metal-ribbed concrete composite slab according to claim 15, characterized in that: A transverse reinforcing steel (11) is provided below the steel bar (6), and the transverse reinforcing steel (11) is connected to the lower chord reinforcing steel (10).

19. A metal-ribbed concrete composite slab according to claim 17, characterized in that: The transverse connecting steel (12) is V-shaped or inverted V-shaped, with its upper part connected to the steel bar (6) and its lower part connected to the concrete base plate (1) or transverse reinforcing steel (11).

20. A metal-ribbed concrete composite slab according to claim 11, characterized in that: When the upper chord (4) is an upward-opening channel steel, the channel steel is filled with concrete (7).

21. A metal-ribbed concrete composite slab according to claim 20, characterized in that: The concrete (7) contains embedded steel bars (8).

22. A metal-ribbed concrete composite slab according to claim 21, characterized in that: The steel bar (8) is a prestressed steel bar.

23. A metal-ribbed concrete composite slab according to claim 15, characterized in that: The steel bar (6) is welded to the intersection of the metal rib (3).

24. A metal-ribbed concrete composite slab according to claim 15, characterized in that: When the upper chord (4) of the metal rib is a channel steel with the opening facing upward, holes (9) are opened on the left and right sides of the channel steel, and the steel bar (6) passes through the holes (9).

25. A metal-ribbed concrete composite slab according to claim 11, characterized in that: The edges of the left and right sides of the channel steel are bent inward or outward.

26. A metal-ribbed concrete composite slab according to claim 25, characterized in that: The bends on the left and right sides of the channel steel have serrated notches or openings.

27. A metal-ribbed concrete composite slab according to claim 1, characterized in that: The abdomen (5) is composed of a single or multiple rows of continuously bent steel bars, and the abdomen (5) is welded to the side, bottom or top surface of the upper chord (4).

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