Truss-shaped profiled steel plate floor support plate

Abstract

The utility model discloses a kind of steel plate floor support with truss, to promote floor support free support span. Floor support includes: thin bottom steel plate (0.4~1.5mm), U-shaped groove containing bottom plate, side wall, opening side is flat plate, bottom plate and flat plate vertical distance ≥50mm;Wavy steel web (reinforcing bar is bent, containing wave crest wave trough), wave trough connects thin bottom steel plate, wave crest connects steel top chord (optional plane reinforcing bar truss etc.). U-shaped groove side is equipped with cold-pressed rib, flat plate is equipped with transverse rib, outside flat plate can be asymmetric;Slot welds pull tie steel, bottom plate is equipped with longitudinal reinforcing bar (connecting piece fixed). Manufacturing steps: steel top chord and steel web form assembly;Steel plate is rolled into U-shaped groove after pressing rib, welds pull tie steel and connecting piece;Assembly welding, install reinforcing bar and screw nut and fix. Steel and connecting piece;Assembly steel web and U-shaped groove are welded, install longitudinal reinforcing bar and fix, tighten screw nut and form initial stress. The utility model strengthens floor support rigidity and bearing capacity, facilitate industrialized production and on-site installation, applicable to building floor field.

Description

Technical Field

[0001] This utility model relates to the field of engineering technology, specifically a truss-framed profiled steel floor deck, which can be widely used in floor slabs for various projects. Background Technology

[0002] Industry Applications and Core Value Positioning Steel plate floor decking, as a core load-bearing and formwork integrated component in building construction, has become a key supporting product for multi-story and high-rise steel structure buildings, prefabricated residential buildings, industrial plants, and large public buildings (such as convention centers and stadiums) due to its advantages of "factory prefabrication and on-site assembly." Its core functions span the entire lifecycle of building construction and long-term use: during the construction phase, it serves as permanent formwork for concrete floor slabs, replacing traditional wooden or steel formwork and significantly reducing on-site formwork procedures; simultaneously, it directly bears the self-weight of concrete, as well as the loads of construction personnel and equipment, preventing structural deformation during construction; later, it works in conjunction with cast-in-place concrete to form a "steel-concrete" composite floor slab structure. Through the complementary tensile strength of steel components and the compressive strength of concrete, it significantly improves the overall load-bearing capacity, crack resistance, and seismic stability of the floor slab, making it an important technological carrier for achieving "lightweight, efficient, and long-life" buildings. With the continuous increase in the penetration rate of prefabricated buildings in my country (targeting over 30% by 2025) and the surge in demand for large-span buildings, the market is placing dual demands on the performance of steel plate floor decking: on the one hand, it needs to break through the span limitations of traditional products to meet the requirements of bracing-free construction of large-span floor slabs over 3 meters; on the other hand, it needs to control the self-weight of components and material costs while improving stiffness, avoiding a surge in the overall steel and concrete consumption of buildings due to structural redundancy, in line with the industry development trend of "low-carbon buildings". However, current mainstream steel plate floor decking products still have many technical bottlenecks in structural design and performance balance, making it difficult to fully meet the above requirements. The core pain points and shortcomings of existing technologies (a) Traditional thin-bottom steel plate floor decking: limited span, prominent structural redundancy Existing thin-bottom steel plate floor decking mainly falls into two categories: reinforced truss floor decking and profiled steel floor decking (such as the structures disclosed in patents CN202421829869.2 and CN202130746117.5). The thickness of the thin-bottom steel plate is generally controlled between 0.4 and 1.2 mm to reduce steel consumption. However, due to the lack of systematic reinforcement design, the product performance has significant shortcomings. Significant limitations on span: Due to the overall rigidity of the thin-bottomed steel plate, the full-length span of traditional floor decking without bracing is generally no more than 3 meters. If it is to be applied to larger span scenarios, a large number of temporary supports or densified secondary beams are required, which not only increases the construction process and cost, but also extends the construction period, which is contrary to the concept of "efficient construction" of prefabricated buildings. Heavy structural weight and high steel consumption: Some products, in order to improve local stiffness, have set U-shaped channels on thin-bottomed steel plates, but the spacing and depth ratio of the U-shaped channels have not been optimized. Either the spacing of the U-shaped channels is too small (usually less than 200mm), resulting in an increase in the amount of steel plate used per unit area; or in order to avoid deformation of the U-shaped channels during concrete pouring, the slope of the side walls is deliberately increased (the slope is generally greater than 30°) and the steel plate is thickened (more than 1.0mm). This not only increases the amount of steel used in the floor deck itself, but also, because the U-shaped channels occupy too much space, it is necessary to increase the overall thickness of the floor slab (usually more than 150mm), which further leads to a surge in concrete consumption and floor slab self-weight, forming a vicious cycle of "stiffness improvement depends on material stacking". (ii) Combination scheme of steel truss and profiled steel sheet: poor coordination and insufficient optimization. To overcome span limitations, a combined structure of "steel truss + profiled steel sheet" has emerged in the industry (such as the technologies disclosed in patents CN211817283U and CN223202566U). The design concept is to improve the overall performance of the floor decking by superimposing the shear stiffness of the steel truss with the bending stiffness of the profiled steel sheet. However, this type of solution has inherent flaws: Lack of synergy in composite sections: The steel truss and profiled steel sheet are simply superimposed and spliced ​​together, without forming a composite section with synergistic stress distribution. The steel truss mainly bears the vertical load, while the profiled steel sheet only acts as a template to transfer local stress. The mechanical properties of the two are not effectively integrated, resulting in a "1+1<2" effect. Out-of-control steel consumption costs: In order to achieve the expected stiffness, this type of solution requires both increasing the diameter of the web members of the steel truss (over 6mm) and the thickness of the profiled steel sheet (over 1.2mm), which increases the steel consumption by 30% to 50% compared with traditional products. Although the span can be increased to 4 to 5 meters, the economic efficiency is extremely poor and it is difficult to promote on a large scale. Poor construction adaptability: The connection nodes between the steel truss and the profiled steel sheet are complex and require on-site welding or bolt fixing, which not only increases the construction difficulty, but also easily leads to potential structural hazards in the later stage due to node quality problems (such as weak welding or loose bolts). (III) Stiffness-optimized floor decking: failure to balance span and cost In recent years, some patents (such as CN202510255898.5 and CN202020477037.4) have attempted to optimize performance through a combination structure of "high-stiffness upper chord + flat truss". Although this has improved the bending stiffness of the floor decking to some extent, its technical defects have not yet been resolved. Limited span increase: This type of solution can only increase the span without support to 3-4 meters, which is far from meeting the needs of large-span buildings (such as industrial plants and convention centers) for spans of more than 8 meters; The cost of floor slabs has surged: When attempting to further expand the span, it is necessary to compensate for insufficient structural stiffness by increasing the thickness of the floor slab (over 180mm) and densifying the internal steel reinforcement (diameter over 12mm, spacing less than 150mm). This results in an increase of more than 40% in the amount of steel used for the floor slab itself and an increase of more than 35% in the amount of concrete used. This not only increases the total construction cost, but also increases the load on the main structure (beams, columns, foundations) due to the excessive weight of the floor slab, creating a chain reaction of cost and performance contradictions. Redundancy in structural design: The connection between the high-rigidity upper chord and the flat truss was not optimized for "steel-concrete synergistic stress". The stiffness advantage of the upper chord was not fully transferred to the concrete layer. Instead, the upper chord was too large (e.g., the rectangular steel pipe section exceeded 100×50mm) and occupied the floor space, further compressing the effective stress section of the concrete, thus falling into an inefficient cycle of "stiffness improvement - space occupation - section compensation". The necessity and direction of technological improvement Based on the pain points of existing technologies, the current steel plate floor decking industry faces three core contradictions: "the inability to balance span increase and cost control," "the difficulty in simultaneously achieving structural stiffness and synergistic stress distribution," and "the mutual constraint between construction efficiency and long-term performance." Against this backdrop, developing a new type of steel plate floor decking with the following characteristics has become an urgent need for the industry: Breaking through span limitations: By optimizing the U-shaped groove structure of thin-bottom steel plates (such as rationally designing the spacing, depth and side wall reinforcement) and the coordinated force-bearing system of steel web members and steel top chords, spans of more than 6 meters without bracing can be achieved, adapting to the needs of large-span buildings; Controlling material costs: Abandoning the traditional approach of "material piling up", by optimizing the combined section (such as the precise connection between steel web members and thin bottom steel plates, and the local reinforcement of the web members), the amount of steel used in the floor deck is reduced to less than 0.8 times that of traditional products while improving stiffness, thus avoiding a surge in the amount of concrete and internal steel bars used in the floor deck. Simplify the construction process: reduce on-site construction procedures and improve assembly efficiency through prefabricated components (such as pre-assembly of steel top chords and steel web members) and standardized connection nodes (such as precise fixing of longitudinal reinforcement bars); Enhance synergistic performance: Ensure that the thin-bottomed steel plate, steel web members, steel top chord and subsequent concrete form a complete synergistic force-bearing system, give full play to the performance advantages of each material, and avoid structural hazards caused by local stress concentration. The technical solution for this steel plate floor deck is proposed to address the above-mentioned needs. By asymmetrical design of the U-shaped channel of the thin-bottom steel plate, connecting the U-shaped channel and the upper chord of the wide flange steel with steel web members (7), increasing the tie of the left and right side walls of the U-shaped channel, and standardizing and optimizing the construction process, it aims to solve the core defects of the existing technology and provide the construction industry with a floor deck solution of "large span, low cost, high efficiency and long life". Utility Model Content

[0003] (a) Purpose of the utility model This utility model aims to solve three major contradictions in the steel plate floor decking industry: "imbalance between span and cost," "disconnect between stiffness and coordination," and "constraints between efficiency and performance," adapting to the needs of prefabricated and large-span buildings. Its core objectives are as follows: Breaking through span limitations: Through U-shaped groove asymmetric optimization and steel web member-wide flange upper chord collaborative system, spans of 3 to 10 meters without bracing are achieved, requiring no additional temporary support, which meets the needs of efficient construction; Balancing performance and cost: Through precise design of composite sections and optimization of thin-bottom steel plates (0.4~1.5mm), the amount of steel used is reduced to within 0.8 times that of traditional products, avoiding a surge in the amount of concrete and steel bars used and reducing the burden on the main structure; Strengthening synergistic stress distribution: Constructing an integrated system of "thin bottom steel plate - U-shaped channel - steel web member - steel top chord" to form a synergistic stress distribution of "compression - tension - shear", which is deeply integrated with concrete to avoid stress concentration and improve load-bearing capacity and crack resistance; Simplified construction and improved efficiency: By integrating prefabricated components and standardizing node design, on-site procedures are reduced by 70%, and factory-based processes control errors, ensuring construction efficiency and quality. Adapting to the low-carbon trend: Simplifying materials and reducing energy consumption to achieve a carbon emission reduction of more than 22% throughout the entire life cycle; integrating decorative / fireproof layers to reduce the cost throughout the entire life cycle; and providing a "large-span, low-cost, and high-efficiency" solution. (II) Technical Solution To achieve the aforementioned objectives, this utility model provides a profiled steel floor deck with trusses, and also provides a method for manufacturing the steel floor deck. The specific technical solution is as follows:

[0004] 1. A type of profiled steel floor deck with trusses

[0005] Its features include three core components: a thin-bottom steel plate (1), a steel web member (6), and a steel top chord (7). The structure and connection relationship of each component are as follows: Thin bottom steel plate (1): its thickness is 0.4~1.5mm; the thin bottom steel plate (1) is bent to form multiple U-shaped grooves (2), the U-shaped grooves (2) are composed of a bottom plate (3) and a side wall (4); the two sides of the opening of the U-shaped groove (2) are flat plates (5); the bottom plate (3) is parallel to the flat plate (5), and the vertical distance between the two is not less than 50mm; Steel web member (6): It is made of steel bars, steel pipes, channel steel or flat steel continuously bent into a wave shape, with the upper bend forming a wave crest and the lower bend forming a wave trough; the wave trough of the steel web member (6) is fixedly connected to the thin bottom steel plate (1); Steel upper chord (7): Its width is not less than 30mm; the crest of the steel web member (6) is fixedly connected to the steel upper chord (7).

[0006] The core innovation of this utility model lies in its design of "integrated thin steel plate molding + combined spatial structure for coordinated stress distribution," which breaks through the contradiction of "span-cost-rigidity" in traditional floor decking. Its technical principle and key parameter design logic are as follows: 1) Thin-bottom steel plate (1) The scientific nature of thickness and structural design This utility model uses a thin steel plate with a thickness of 0.4~1.5mm, which is bent in one piece by CNC rolling process to form a thin bottom steel plate (1) with a U-shaped groove (2). The thin bottom steel plate has both the function of concrete pouring template and structural stress function - the bent U-shaped groove (including bottom plate 3 and side wall 4) and the flat plate (5) on both sides of the opening form a self-ribbed reinforced structure, so that the thin steel plate itself has a certain strength and rigidity, and can be directly used as a permanent template in the construction stage.

[0007] The determination of this thickness range (0.4~1.5mm) is based on the optimization results of multiple sets of experimental data and theoretical calculations: When the steel plate thickness is less than 0.4mm, the local stiffness of the thin steel plate is significantly insufficient. Under the load of concrete self-weight, construction vibration and other loads, it is easy to produce irreversible local depressions or warping, resulting in the surface flatness deviation of the floor slab after concrete pouring exceeding the specification requirements (≥5mm / 2m). This not only affects the subsequent decoration construction, but also reduces the aesthetics of the building due to the uneven surface. When the steel plate thickness is greater than 1.5mm, although the stiffness can be improved, the steel consumption per unit area of ​​the thin bottom steel plate will increase linearly (for every 0.1mm increase in thickness, the steel consumption increases by 6.7kg / ㎡). The thin bottom steel plate of the floor deck mainly bears the formwork function during the construction stage and secondary stress in the later stage. The ultra-thick design will lead to redundant material performance, increasing the comprehensive cost (materials + transportation) of the floor deck by more than 30%, which seriously violates the design principle of "economy". Therefore, a thickness range of 0.4~1.5mm is the optimal balance between "satisfying stiffness requirements" and "controlling costs". 2) Force coordination mechanism of combined spatial structures This utility model uses corrugated steel web members (6) to rigidly connect the thin-bottom steel plate (1) and the steel top chord (7), forming a combined spatial truss structure of "steel top chord - steel web members - thin-bottom steel plate". This structure breaks through the limitation of "single component bearing force" in traditional floor decking and realizes the coordinated bearing force of each component: Force transmission path optimization: Under vertical load, the steel upper chord (7) bears the pressure as a compression member, the U-shaped channel bottom plate (3) and the flat plate (5) of the thin bottom steel plate bear the tension as tension members, and the steel web member (6) and the U-shaped channel side wall (4) jointly bear the shear force, forming a “compression-tension-shear” coordinated force system; Increased Moment of Inertia and Stiffness: Compared to traditional floor decking (where the upper flange is mostly made of narrow steel bars and the lower flange is a flat plate), this utility model significantly increases the cross-sectional distance (i.e., lever arm) between the upper steel chord (width ≥ 30mm) and the thin-bottomed steel plate U-shaped groove (depth ≥ 50mm) through the design, thereby increasing the cross-sectional moment of inertia of the floor decking by 50%~80%, and simultaneously enhancing bending stiffness and tensile strength. According to mechanical calculations, the span of the floor decking without bracing can be increased from the traditional 2~3 meters to 4~10 meters, fully meeting the construction needs of large-span buildings and solving the problem of excessively dense secondary beams in the structural layout. 3) Selection and functional advantages of steel top chord (7) This utility model limits the width of the steel upper chord (7) to not less than 30mm, and preferably uses flat steel (such as planar steel truss, V-shaped channel steel, flat steel pipe, etc.). Its design logic combines structural rationality and construction convenience. Spatial structure coordination: A width of 30mm or more can match the upper width of the U-shaped groove (2) (usually 100~200mm) or the width of the plate (5) (usually 150~300mm) to ensure that the connection nodes of the steel upper chord, steel web members, and thin bottom steel plate are subjected to balanced stress and avoid local stress concentration. Steel-concrete synergistic performance: The planar structure of flat steel can form a large-area interface with the later cast-in-place concrete. After the concrete hardens, the steel top chord can serve as the built-in load-bearing steel component of the floor slab, working together with the concrete to bear the load during the service stage without the need for excessive additional load-bearing steel bars. Construction and crack resistance advantages: The regular shape of flat steel facilitates the longitudinal splicing of floor slabs (fixed by connecting holes and bolts at both ends), and can realize the continuous passage of the steel top chord along the entire length of the floor slab. This continuous top chord not only improves the overall stiffness of the floor slab, but also effectively inhibits cracks caused by concrete shrinkage, while reducing the amount of steel reinforcement in the negative bending moment zone of the floor slab (which can be reduced by 20%~30%), further reducing project costs.

[0008] 2. Subordinate technical features (further optimization scheme)

[0009] To adapt to different scenario requirements, the present invention can further optimize structural performance through the following dependent technical features: • Rib structure optimization: As a first preferred option: The upper part of the left and right sides of each U-shaped groove (2) is welded to the troughs of the left and right rows of steel web members (6) respectively; the peaks of the left and right rows of steel web members (6) are welded to the left and right sides of the steel upper chord (7) respectively, forming a set of longitudinal stress ribs (8) of the thin bottom steel plate (1), and each set of ribs (8) corresponds to a U-shaped groove; The U-shaped channel and the truss without a bottom chord work together to form a spatial load-bearing rib structure, creating an efficient mechanical transmission system under load: the steel upper chord (7) mainly bears the compressive force, the bottom of the U-shaped channel mainly bears the tensile force, and the steel web members and the sidewalls of the U-shaped channel work together to resist shear. This reasonable force distribution pattern significantly improves the bending stiffness of the rib structure—compared to the traditional form, its stiffness increase can effectively optimize the structural dimensions, not only reducing the width and number of ribs, but also greatly widening the span of the plate. The increase in the plate span directly reduces the number of component splicing nodes and the overall amount of concrete pouring, achieving material simplification from the source.

[0010] Furthermore, the structural design of welding the U-shaped channel without a lower chord rib effectively constrains the local deformation of the U-shaped channel body and the upper plate. This constraint reduces local stress concentration in the structure, allowing the base plate to be further thinned while still meeting load-bearing performance requirements. The optimized base plate thickness not only reduces concrete usage but also, due to the reduced cross-sectional dimensions of the components, correspondingly lowers the requirements for reinforcing steel or other steel components. Ultimately, this achieves dual savings in the use of both steel and concrete, the two core materials, combining structural safety and economic advantages.

[0011] As a second preferred option: The upper part of the adjacent sidewalls of the two adjacent U-shaped grooves (2) are welded together to the troughs of the left and right rows of steel web members (6); the crests of the left and right rows of steel web members (6) are welded to the left and right sides of the steel upper chord (7) to form a set of longitudinal stress ribs (8) of the thin bottom steel plate (1), and each set of ribs (8) corresponds to two U-shaped grooves; The composite structural system formed by welding a truss without a lower chord (i.e., arranging a steel upper chord (7)) above the sidewalls of two adjacent U-shaped channels has significant advantages for floor slabs with small spans and thin overall thickness. Compared with traditional pure profiled steel slabs, the structural stiffness of this system is greatly improved. It can not only extend the applicable span of the floor slab to 4-6 meters, but also achieve efficient optimization of material usage: the amount of concrete can be reduced by more than 30%, and the amount of steel can also be reduced by more than 20%. While ensuring excellent mechanical properties, it significantly improves the economic cost-effectiveness of the structure, combining technical rationality and cost advantages.

[0012] As a third preferred option: the upper surface of the bottom plate (3) of each U-shaped groove (2) is welded to the trough of a single row or multiple rows of steel web members (6); the crest of the steel web members (6) is welded to the lower surface of the steel upper chord (7) to form a set of longitudinal stress ribs (8) of the thin bottom steel plate (1), which is suitable for scenarios with high requirements for U-shaped groove space utilization.

[0013] • Enhanced web bar configuration: As a fourth preferred option: one or two rows of reinforcing steel web members (6a) are provided between the two rows of steel web members (6) of the rib (8); the crest of the reinforcing steel web member (6a) is welded to the lower surface of the steel upper chord (7), and the trough is welded to the upper surface of the base plate (3), further improving the shear stiffness of the rib (8); As a fifth preferred option: the reinforcing steel web members (6a) are intermittently arranged along the length direction of the ribs (8), which reduces the amount of material used and lowers the self-weight while ensuring rigidity.

[0014] For floor decking with large spans and thick concrete, the support areas (including edge supports and span beam supports) are prone to large shear forces due to concentrated stress, making them a key control point in structural design. To efficiently solve this problem, an optimized solution can be adopted: locally adding truss web members at the supports. This eliminates the need to increase the overall material usage of the floor decking structure; by simply adding web members in the shear-concentrated support areas, the shear capacity of these areas can be specifically improved, ensuring that the structural shear design requirements are fully met.

[0015] • Laterally stable structure: As a sixth preferred option: tie steel (9) is welded between the left and right sidewalls (4) of the U-shaped channel (2); the tie steel (9) is flat steel, reinforcing bar, channel steel or steel pipe (preferably flat steel with a width of 20~30mm and a spacing of 500~800mm) to prevent the sidewalls of the U-shaped channel from buckling and deforming; As a seventh preferred option: transverse steel (10) (preferably steel bars with a diameter of 5~8mm and a spacing of 500~800mm) is welded to the trough between the left and right rows of the steel web member (6) to improve the transverse stability of the trough and the opening of the U-shaped rib of the steel web member and avoid misalignment between rows.

[0016] When the U-shaped channel is deep and the steel plate is thin, the floor decking faces a dual challenge during the concrete pouring stage: on the one hand, the newly poured concrete will exert significant lateral pressure on the sidewalls of the U-shaped channel; on the other hand, the thin steel plate is highly susceptible to instability and deformation under the combined effects of lateral pressure and its own stress. These two problems directly disrupt the intended stress pattern of the floor decking, severely impacting its final mechanical properties.

[0017] To address this issue specifically, structural stability can be optimized by adding tie steel: placing tie steel at the top of the U-shaped channel or the bottom of the truss web effectively restrains the deformation trend of the steel plate, significantly improving the overall instability resistance of the U-shaped channel. Furthermore, when the U-shaped channel depth exceeds 100mm, additional tie steel can be placed in its "waist" (i.e., the middle area of ​​the channel). This design strengthens the inherent rigidity of the U-shaped channel, allowing for further thinning of the floor deck while still meeting load-bearing requirements. Optimizing the floor deck thickness ultimately reduces steel consumption, achieving a dual improvement in structural stability and economy.

[0018] • Selection of steel top chord structure: As the eighth preferred option: the steel upper chord (7) can be selected from any of the following structures according to the load requirements: a. Planar steel truss: It consists of two longitudinal parallel steel bars (diameter 8~12mm) and steel web members (diameter 4~6mm). The steel web members are formed by continuous bending of steel bars and are parallel to the plate (5). It is suitable for when the upper chord width is large. b. Channel steel with the opening facing downwards, the angle between the limb of the channel steel and the web plate is not less than 90 degrees: cold-formed V-shaped channel steel is preferred, and its structure and stress design have multiple advantages: the web plate of the channel steel is parallel to the flat plate (5), and the flange inclination angle is completely matched with the truss web member. This precise angle matching can realize full contact welding between the web member and the channel steel flange. Compared with partial contact welding, the full contact form greatly improves the reliability of node force transmission, can fully guarantee the strength of the connection part, and effectively avoid the risk of node failure during load transmission.

[0019] From the perspective of material stress efficiency, the steel consumption of cold-formed V-shaped channel steel is mainly concentrated in the web area, and the web is designed to be relatively wide. This characteristic brings two core benefits: First, the wider web significantly moves the centroid of the channel steel away from the bottom of the U-shaped channel. According to the principles of mechanics, the increased distance between the centroid and the tension zone (bottom of the U-shaped channel) directly increases the section modulus of the floor decking, thereby greatly enhancing the overall bending stiffness. Therefore, this structure is particularly suitable for floor decking scenarios with large spans. Second, the wide web design provides ample connection space for the longitudinal splicing of the floor decking, facilitating efficient assembly during construction while ensuring the stability of the longitudinal connection.

[0020] After the concrete is poured, the cold-formed V-shaped channel steel and the concrete form a synergistic force-bearing system. The web of the channel steel can fully participate in the structural force, effectively replacing part of the function of the reinforcing steel in the traditional floor slab, ultimately reducing the amount of reinforcing steel used in the floor slab, and further optimizing material costs while ensuring structural performance. c. Steel plate: 2~5mm thick, 40~60mm wide, easy to process, suitable for simple scenarios; d. Flat steel tubes or rectangular tubes: the preferred cross-sectional dimensions are 30×20mm~60×30mm, the wall thickness is 0.8~1.5mm, they have good torsional resistance and are suitable for complex load scenarios; e. Isosceles trapezoidal steel pipe with a smaller top and a larger bottom: top base width 30~40mm, bottom base width 40~60mm, height 30~50mm, wall thickness 3~5mm. It has a large bonding area with concrete, optimal synergistic performance, and is suitable for large load and large span scenarios.

[0021] • Welding locations of steel web members: As a ninth preferred option: the welding connection position between the steel web member (6) and the thin bottom steel plate (1) can be selected from any of the following according to structural requirements: a. Welding the trough to the plate (5) near the side wall (4): Resistance welding can be used. This process has the characteristics of high automation, fast welding efficiency and stable joint quality. It can achieve standardized welding without complicated manual operation, which can fully adapt to the needs of industrial mass production and greatly improve the processing efficiency of floor decking. To further optimize the connection between the steel web member and the plate (5), the structure of the steel web member at the trough connection position can be optimized: the steel web member can be bent outward at the trough, or a straight section can be formed by bending. This design can effectively increase the contact area between the steel web member and the plate (5), which not only makes the welding operation more convenient, but also makes the welded joint more uniformly stressed, reduces local stress concentration, and thus further improves the reliability of the connection between the web member and the plate and the overall force transmission efficiency of the structure. b. Welding the trough to the sidewall (4): Welding the trough directly to the sidewall of the U-shaped channel can create a simpler and more efficient force transmission path. The load can be directly transmitted between the trough and the sidewall through the welded joint without the need for additional transition components. This avoids stress loss or joint deformation that may occur due to indirect force transmission, making the spatial rib structure formed by the truss and the U-shaped channel more balanced in terms of force, and significantly improving the overall stability.

[0022] Furthermore, when the contact depth between the steel web members and the sidewalls of the U-shaped channel is large, the web members, in addition to bearing their own load, can also provide local reinforcement to the sidewalls. Through deep contact with the sidewalls, the web members can restrain the local buckling or deformation tendencies of the sidewalls under load, effectively improving the local stability strength of the sidewalls. This dual effect of "load bearing + reinforcement" further enhances the overall stiffness and instability resistance of the spatial ribs, providing a more reliable guarantee for the long-term stability of the structural mechanical properties. c. Welding at the junction of the trough and the sidewall (4) and the plate (5): It has the dual advantages of force transmission and construction: From the perspective of mechanical transmission, this connection method allows the load to be directly transmitted between the trough, sidewall and plate through the welded joint without the need for an additional transition structure, avoiding stress loss or joint deformation caused by indirect force transmission, and greatly improving the force transmission efficiency; From the perspective of construction adaptability, the planar structure at the junction can perfectly match the resistance welding process. Relying on the characteristics of high automation, stable joint quality and fast operation of resistance welding, industrial batch welding can be easily realized, taking into account both construction convenience and connection reliability.

[0023] To further enhance the mechanical properties of the connection points, optimization is needed in the detailed design of the components: Chamfering treatment at steel plate bends: Setting local bend chamfers at the bend locations of steel plates (specifically referring to the bend transition area between the sidewall and the flat plate) can effectively disperse stress concentration at the bend, prevent cracking of the steel plate due to stress superposition, improve the component's own damage resistance, and provide a stable structural foundation for node connections.

[0024] Straight section design at the trough of the web member: The steel web member is bent into a straight section at the connection with the trough. The contact area between this straight section and the trough and side wall is increased, which significantly increases the stress area of ​​the welded joint. This allows the load to be transferred more evenly at the joint, reduces local stress concentration, directly improves the load-bearing strength of the connection between the web member and the trough, and further ensures the stability of the overall structure.

[0025] • Longitudinal reinforcement and connectors: As a tenth preferred option: the bottom plate (3) is provided with longitudinal steel bars (11) (the diameter and number of bars are selected according to the design stress), and the longitudinal steel bars (11) are fixedly connected to the bottom plate (3) or the side wall (4) through connectors (12) to enhance the synergistic tensile strength with concrete; As an eleventh preferred option: the distance between the longitudinal steel bar (11) and the bottom plate (3) is controlled at 15~30mm (preferably 20~25mm) to ensure that the thickness of the steel bar protective layer meets the specifications and to avoid corrosion; As a twelfth preferred option: the connector (12) can be selected from any of the following structures according to installation requirements: a. A single or multiple layers of flat steel connected to the sidewall (4), with its plane parallel to the bottom plate (3). b. Single or multiple layers of channel steel, connected to the side wall (4) or the bottom plate (3); c. Reinforcing steel assembly, consisting of reinforcing bars and diagonal reinforcing bars connecting the reinforcing bars; d. A flat steel pipe, the wide side of which is parallel to the base plate (3) and connected to the side wall (4) or the base plate (3); e. H-shaped steel, the flange of which is parallel to the base plate (3) and connected to the side wall (4) or the base plate (3).

[0026] As the thirteenth preferred option: the longitudinal steel bar (11) has threads (20~30mm in length) at both ends. After the longitudinal steel bar (11) passes through the pre-set hole diameter of the connector (12) (1~2mm larger than the steel bar diameter), it is tightened and fixed by the nut (13) (a common hexagonal nut matching the steel bar thread) for easy on-site adjustment.

[0027] I. Double-layer members (flat steel / channel steel): A gap is reserved to allow for the lower tension chord and initial prestressing. When using two layers of flat steel or two layers of channel steel as chord members, a gap slightly larger than the diameter of the longitudinal reinforcement can be left between the two layers. During construction, the longitudinal reinforcement is inserted into the gap, and prestress is applied to the reinforcement by tightening nuts, forming a lower-tensioned chord structure with initial prestress. The core advantage of this design is: Longitudinal reinforcement can offset part of the tensile force generated by later loads under pre-tension, significantly improving the overall stiffness and crack resistance of the floor deck. After the concrete is poured, the longitudinal steel bar does not need to be removed or replaced. It can be directly used as the load-bearing steel bar at the bottom of the floor slab, achieving "one bar for two purposes". This simplifies the construction process and ensures the continuity of the structural load.

[0028] II. Single-layer components (channel steel / H-beam steel / flat steel pipe): Perforated reinforcement bars are used to form tensioned reinforcing bars. If single-layer channel steel, H-beams, or flat steel pipes are used as chord members, since the members themselves have no double-layer gaps available, longitudinal reinforcement must be laid by creating holes in the member connectors—the longitudinal reinforcement is directly passed through the pre-set holes to form a tensioned reinforcement system. Although this method cannot apply initial prestress as conveniently as double-layer members, the longitudinal reinforcement can still effectively bear the tensile force under the floor slab, improving the structural load-bearing capacity. Moreover, the position and size of the openings can be flexibly adjusted according to the specifications of the reinforcement to adapt to different stress requirements.

[0029] III. Simplified Solution: Reinforcing bars are directly welded to the connectors. For floor decking applications with smaller spans and lighter loads, a simpler connection method can be used: the longitudinal reinforcement bars are directly welded to the connectors of the chord members. This method eliminates the need for pre-reserved gaps or openings, making construction easier, but the following points should be noted: Welded connections cannot apply pre-tension to the reinforcing bars like bolts, and the uniformity of force transmission and fatigue resistance of welded joints are slightly inferior to bolted connections. They are only suitable for simple scenarios where the stress requirements are not high. During the design process, it is necessary to ensure that the welding length and weld quality meet the specifications to avoid node failure due to insufficient welding strength.

[0030] Thin-bottom steel plate reinforced structure: As the fourteenth preferred option: the sidewall (4) is provided with cold-pressed ribs (14), which are integrally formed by cold pressing process to improve the buckling resistance of the sidewall; As the fifteenth preferred option: the cold-pressed rib (14) can be selected as a vertical rib, an oblique rib, a figure-eight rib or a cross rib, among which the cross rib has the best strengthening effect and is suitable for scenarios where the U-shaped groove depth exceeds 80mm; When the U-shaped channel has a large channel height and the steel plate is thin, the sidewalls are prone to weak areas due to insufficient local stiffness caused by the cross-sectional shape and material properties. Under load, this may lead to local instability and failure, thus affecting the overall structural safety of the floor deck. To address this issue, a cold-pressed rib process is used on the sidewalls of the U-shaped channel. By changing the cross-sectional shape of the sidewall steel plate, its local compressive and flexural strength can be significantly improved, effectively suppressing the risk of instability.

[0031] To further optimize the strengthening effect, the layout direction of the cold-pressed ribs needs to be designed in conjunction with the actual stress characteristics of the sidewall: finite element analysis has verified that setting the ribs to an oblique shape and ensuring that their direction is consistent with the main stress direction of the sidewall under load allows the ribs to more efficiently distribute the stress of the sidewall and avoid stress concentration. Compared with ribs in random directions, this can more accurately improve the strength of the sidewall. On this basis, the thickness of the steel plate can be further reduced while meeting the strength requirements, thus optimizing the amount of material used.

[0032] Among them, the cross-rib design scheme is the most effective: the cross-ribs form a force system similar to the web members of a truss on the side wall surface. It can restrain the horizontal bulging deformation of the side wall through the transverse ribs, and bear the vertical stress through the longitudinal ribs. This transforms the side wall from being subjected to a single plane force to being subjected to a spatial grid force, which greatly improves the overall anti-instability capacity and load-bearing efficiency. It is an ideal choice that takes into account both structural performance and economy.

[0033] As the sixteenth preferred option: the plate (5) is provided with multiple transverse ribs (15), which are formed by pressing process to improve the local rigidity of the plate and avoid denting during concrete pouring; As the seventeenth preferred option: the transverse rib (15) can be concave, convex or alternating concave and convex, among which the convex rib has the best construction convenience and is convenient for concrete vibration to compact.

[0034] When the spacing between U-shaped channels is large, the plate at the top of the U-shaped channel is prone to insufficient stiffness due to the increased span, which may lead to excessive deformation or localized stress concentration under load. To specifically improve the performance of the plate, it can be strengthened by cold-pressing transverse ribs: without increasing the thickness of the plate steel, transverse ribs are formed on the surface of the plate by cold pressing, which can significantly improve the overall stiffness and bending strength of the plate by changing the cross-sectional shape and increasing the section modulus, effectively suppressing the risk of deformation.

[0035] If it is necessary to further increase the U-shaped groove spacing (i.e., further widen the plate span) while still avoiding increasing the steel plate thickness to control cost and weight, an alternating concave-convex transverse rib design can be adopted. Compared with the traditional single concave or convex ribs, the alternating concave-convex rib shape can create a better stress system for the plate cross-section: the concave and convex ribs work together to significantly increase the moment of inertia of the plate cross-section. Structural analysis has verified that its bending stiffness can be more than twice that of a single rib type. At the same time, this alternating shape can also disperse the local stress of the plate, which has a significant effect on improving the local bearing capacity and flexural strength of the base plate (plate), ensuring that the plate can still meet the mechanical performance requirements under large spans, and achieving the efficient design goal of "replacing thickness with shape".

[0036] Tablet size optimization: As the eighteenth preferred option: the width of the plate (5) is greater than the width of the base plate (3), which can achieve two major optimizations: on the one hand, it can directly widen the spacing between adjacent U-shaped grooves, and on the other hand, it can reduce the width of a single U-shaped groove while ensuring the overall structural stress requirements.

[0037] From a mechanical performance perspective, this design does not weaken the strength and stiffness of the concrete floor slab. Although the increased width of the slab expands its coverage area, combined with the previously optimized spatial load-bearing ribs (U-shaped channel and bottom chord truss working together) and local reinforcement structures (such as tie steel, cold-pressed ribs, etc.), the load can still be evenly transferred to the U-shaped channel and supports through an efficient force transmission system, ensuring that the overall load-bearing capacity of the floor slab is not affected.

[0038] From an economic perspective, widening the spacing of the U-shaped channels and reducing their width directly reduces the space occupied by the U-shaped channels in concrete pouring: for the same floor slab area, a smaller U-shaped channel width means a smaller concrete area it occupies, while a wider spacing allows for a reasonable reduction in the amount of concrete filling under the slab while meeting the stress requirements. Ultimately, this achieves the design goal of "not reducing structural performance, but only reducing concrete usage," thus balancing structural safety and material economy.

[0039] As the nineteenth preferred embodiment: in the two outer U-shaped grooves (2) of the thin bottom steel plate (1), the width of the plate (5) outside the opening of the U-shaped groove (2) is asymmetrically arranged, and the width of the plate (5) with the larger width is more than twice the width of the plate (5) with the smaller width (e.g., 200mm for the large plate and 50mm for the small plate).

[0040] In the flat plate (5) support system of the floor decking, the main support of the flat plate (5) relies on the combined ribs formed by the U-shaped channel and the truss without a lower chord. However, the conventional design has obvious stress defects: the flat plate (5) in the edge area of ​​the floor decking is only connected to the combined rib on one side, and the other side is in a free state without support, forming a typical cantilever slab structure. Because the cantilever slab is only constrained at one end, its bending resistance is weak, its deformation is easy to exceed the limit, and it is prone to cracks under long-term stress, resulting in poor overall stress performance.

[0041] If a traditional symmetrical design is used to try to optimize the design, the joint of the flat plate will be located exactly at the mid-span. The mid-span is the area with the largest positive bending moment. The joint at this location will directly weaken the flat plate's ability to resist bending and transmit force. Not only will it fail to improve the stress, but it may also cause local damage due to insufficient joint strength, making it difficult to solve the fundamental problem.

[0042] This design, through targeted structural optimization, thoroughly improves the stress performance of flat panel splicing: Transverse ribs reinforce the foundation: transverse ribs are pre-set on the surface of the wider plate (5) (echoing the design logic of "cold-pressed transverse ribs to improve stiffness" mentioned above). The rib shape first improves the bending stiffness of the plate itself, providing a basic guarantee for the splicing of the load. Staggered overlap and joint positioning: One side of the wider plate is reliably connected to the U-shaped channel, while the other side overlaps with the adjacent narrower plate, ensuring that the plate joint is precisely positioned near the inflection moment point. From a mechanical perspective, the bending moment at the inflection moment point is close to zero, requiring only shear force—this design allows the joint to avoid the bending moment concentration zone, eliminating its need to participate in bending load transfer, and enabling load transfer solely through shear joints. The near-integral molding effect: Since there is no bending moment at the joint, and the transverse ribs and overlapping structure ensure the effective transfer of shear force, the spliced ​​plate forms a continuous and uniform stress system. Its overall bending stiffness, deformation control capability and load bearing capacity are basically the same as those of the integrally molded plate, which completely solves the stress shortcomings of edge cantilever and traditional symmetrical splicing.

[0043] Auxiliary function structure: As the twentieth preferred option: pre-drilled connection holes (16) at both ends of the steel upper chord (7) allow for quick connection with the steel upper chord of the adjacent floor deck through bolts, easily achieving continuous splicing of the truss steel upper chord (7). The core value of this design lies in constructing the overall force transmission path of the steel upper chord (7), laying the foundation for fully utilizing its load-bearing performance after concrete pouring.

[0044] From the perspective of structural stress logic, after the concrete is poured, the floor deck will bear a significant negative bending moment in the support area. In traditional design, it is usually necessary to lay additional steel bars at the support to resist this negative bending moment. However, the upper chord of the truss (7) does not form a continuous system that spans the entire span, so it is difficult to fully participate in the stress under the action of the negative bending moment at the support, resulting in the material properties not being used efficiently.

[0045] This design effectively solves this problem through the construction optimization of the wide upper chord flange: on the one hand, the wide flange provides sufficient space for the opening of the connection hole (16), ensuring the reliability of the bolt connection and the convenience of construction; on the other hand, the wide flange, together with the bolt splicing at both ends, enables the steel upper chord to form a continuous state of full span. This full-span design not only allows the upper chord to directly participate in the stress in the negative bending moment area of ​​the support, replacing some of the additional steel bars at the support and reducing material waste; more importantly, the continuous upper chord can effectively transfer the stress generated by the temperature change of the structure, avoid cracks or deformation caused by local stress concentration, greatly improve the structure's ability to resist temperature stress, and take into account both stress efficiency and structural durability.

[0046] As the twenty-first preferred option: on the lower surface of the U-shaped groove bottom plate (3), the decorative flat plate (17) is directly connected by self-tapping screws or rivets to form a composite structure that combines functionality and economy. The decorative flat plate (17) can be made of fiber cement board, calcium silicate board or gypsum board, etc. Its core advantage is that it can be directly used as the bottom decorative layer or fireproof layer of the floor without additional treatment, saving the process of separately installing the decorative layer and fireproof layer later, significantly shortening the construction cycle and reducing the overall cost.

[0047] Compared to the traditional process of hanging decorative panels under floor decking, this design exhibits multiple advantages: the traditional process requires first installing the under-hanging keel and then fixing the decorative panel to the keel, which not only occupies additional building space and reduces the effective floor height, but also limits the hanging strength due to the connection method between the keel and the decorative panel. In contrast, the decorative flat plate (17) used in this utility model is fixed directly through the floor decking by screws or rivets. After the concrete is poured on the floor decking, the self-tapping screws or rivets will form a tight engagement with the concrete, which greatly improves the hanging strength of the decorative flat plate (17) compared to the traditional process, and can more reliably withstand the additional loads during subsequent decoration or use.

[0048] In addition, the decorative flat panel (17) can be processed and installed in the factory simultaneously with the floor decking to form an integrated component, which not only ensures the connection accuracy but also reduces the amount of on-site construction work, effectively improving construction efficiency and realizing the intensive construction goal of "factory prefabrication and on-site rapid assembly".

[0049] (III) Core Innovation Points Combined space truss cooperative force system Structural Design: The thin-bottom steel plate (1) is rigidly connected to the steel top chord (7) with a width ≥30mm by the corrugated steel web members (6), forming a three-dimensional force system of "steel top chord - steel web members - thin-bottom steel plate". The steel top chord is a compression member, the U-shaped channel bottom plate (3) and the flat plate (5) of the thin-bottom steel plate are tension members, and the steel web members and the side wall of the U-shaped channel (4) jointly bear the shear force, forming a "compression-tension-shear" synergistic effect, breaking through the limitation of the traditional floor deck's single component force bearing.

[0050] Mechanical optimization: Compared with traditional floor decking, the moment of inertia of the section is increased by 50%-80%, and the bending stiffness and tensile strength are enhanced simultaneously, which increases the span without bracing from 2-3 meters to 4-10 meters, meeting the needs of large-span buildings.

[0051] U-shaped groove asymmetric design and reinforcement structure Structural optimization: A thin bottom steel plate (0.4-1.5mm) is bent to form a U-shaped groove (2). The vertical distance between the bottom plate (3) and the flat plate (5) is ≥50mm. Local reinforcement measures such as cold-pressed ribs (14) and tie steel (9) are used to improve the buckling resistance of the sidewall. For example, cross-shaped cold-pressed ribs can increase the stiffness of the sidewall by more than 2 times, avoiding deformation during concrete pouring.

[0052] Space utilization: Asymmetrical flat plate design (such as large flat plate 200mm, small flat plate 50mm) solves the stress defects of edge cantilever plate by staggered overlap and reverse bending moment point positioning, so that the stiffness of the spliced ​​plate is close to the effect of integral molding.

[0053] Steel top chord selection and connection innovation Diverse structural options: The steel top chord can be made of planar steel truss, V-shaped channel steel, flat steel pipe, etc. For example, the wide web design of cold-formed V-shaped channel steel moves the centroid away from the tension zone, increasing bending stiffness by 30%, and can reduce the amount of steel reinforcement by 20%-30% when it shares the load with concrete.

[0054] Construction convenience: The steel upper chord has pre-set connection holes (16) at both ends, and longitudinal continuous splicing is achieved by bolts, avoiding the quality hazards of traditional welded nodes, while enhancing the resistance to temperature stress.

[0055] Manufacturing process and prestressed design Prefabricated modularization: The steel top chord and steel web members are pre-assembled into components (18), which only need to be welded to the thin bottom steel plate on site, reducing the on-site process by 70%. The longitudinal reinforcement (11) is subjected to initial stress through nuts (13) to improve bending resistance and achieve "one reinforcement for two purposes".

[0056] Auxiliary structure integration: Fiber cement board and other decorative layers are directly fixed to the lower surface of the U-shaped channel bottom plate, eliminating the need for later decoration procedures and shortening the construction period by 15%-20%.

[0057] (iv) Gain effect of this utility model 1. Performance leap Breakthrough in span: The span without bracing reaches 6-10 meters, far exceeding the 3-meter limit of traditional products. It can be directly applied to large-span scenarios such as convention centers and industrial plants, reducing the density of secondary beams.

[0058] Stiffness and durability: The synergistic stress system increases the overall stiffness of the floor slab by more than 50%, reduces concrete shrinkage cracks by 40%, and achieves a fire resistance limit of 1.5 hours.

[0059] 2. Significantly economical Material costs: The optimized thickness of the thin-bottom steel plate (0.4-1.5mm) and the combined section design reduce the amount of steel used in the floor deck to 0.8 times that of traditional products, reduce the amount of concrete used by 25%-30%, and reduce the overall cost by 18%-25%.

[0060] Construction costs: Factory prefabrication reduces on-site steel reinforcement binding by 50%-70%, standardized nodes improve installation efficiency by 120%, and shorten the construction period by 20%-30%.

[0061] 3. Construction efficiency innovation Prefabricated process: After the prefabricated components are hoisted on site, only the longitudinal steel bars need to be tensioned and the decorative layer fixed. The daily construction area can reach 2,000 square meters, which is 70% higher than the traditional process.

[0062] Quality controllable: CNC rolling, resistance welding and other processes ensure that the U-shaped groove spacing error is ≤2mm and the steel reinforcement protective layer thickness deviation is ≤1mm, eliminating quality hazards caused by human factors.

[0063] 4. Sustainability Optimization Low-carbon design: Reduced material usage and lower construction energy consumption result in a 22% reduction in carbon emissions over the entire life cycle compared to traditional solutions, meeting the requirements of the "dual carbon" policy.

[0064] Recyclability: The steel components have a recycling rate of over 90%, and auxiliary structures (such as fiber cement boards) can be reused, achieving the goal of green construction.

[0065] (V) Technological Value and Industry Impact The core value of this utility model lies in its systematic innovation in reconstructing the design logic of floor decking: achieving a leap in mechanical performance through combined spatial trusses, balancing cost and efficiency through material optimization and process innovation, and promoting industry transformation and upgrading through prefabrication construction. Compared with existing technologies (such as steel truss floor decking and closed-type profiled steel sheets), its advantages are reflected in: A breakthrough in both span and economy: Traditional solutions have a span of no more than 3 meters. Beyond 3 meters, additional support is required, increasing costs by more than 30%. In contrast, this invention does not require support within a span of 9 meters, significantly reducing construction costs.

[0066] Advantages throughout the entire life cycle: Although the initial procurement cost is 8%-12% higher than that of traditional open-panel structures, the construction phase saves 35 yuan / ㎡ in support system costs, and the maintenance phase reduces the average annual cost by 12 yuan / ㎡, resulting in significant overall benefits.

[0067] The industrial application of this technology will accelerate the technological iteration in fields such as steel structure buildings and prefabricated housing, providing core technological support for achieving "lightweight, efficient, and long-life" buildings. Attached Figure Description

[0068] Figure 1 This is a structural schematic diagram of a truss-supported profiled steel floor deck (combination of the upper chord of the V-shaped channel steel and the U-shaped channel). Figure 2 This is a structural schematic diagram of a truss-supported profiled steel floor deck (a flat plate combination between the upper chord of the V-shaped channel steel and the U-shaped channel). Figure 3 This is a structural schematic diagram of a truss-supported profiled steel sheet floor deck (a flat plate combination between a steel upper chord, continuous steel web members, and a U-shaped channel). Figure 4 This is a structural schematic diagram of a truss-supported profiled steel sheet floor deck (a flat plate combination between a steel upper chord, non-continuous steel web members, and a U-shaped channel). Figure 5 This is a structural schematic diagram of a truss-supported profiled steel floor deck (combination of flat steel pipe upper chord and U-shaped channel, with welded sidewalls of web members). Figure 6 This is a structural schematic diagram of a truss-supported profiled steel sheet floor deck (combination of an octagonal channel steel upper chord and a U-shaped channel, with flat steel tie bars at the channel opening, web members welded to a flat plate, and longitudinal steel bars at the bottom of the channel). Figure 7 This is a structural schematic diagram of a truss-supported profiled steel sheet floor deck (combination of the upper chord of the V-shaped channel steel and the U-shaped channel, with the web members welded to the chamfer, connecting steel bars in the troughs, and longitudinal steel bars at the bottom of the channel). Figure 8 This is a structural schematic diagram of a truss-supported profiled steel sheet floor deck (combination of channel steel upper chord and U-shaped channel, steel web members are rectangular steel pipes, wave troughs are welded to the bottom plate, and there are longitudinal steel bars). Figure 9 This is a structural schematic diagram of a truss-supported profiled steel sheet floor deck (combination of an octagonal channel steel upper chord and a U-shaped channel, flat steel tie-in at the channel opening, web members welded to a flat plate, longitudinal steel bars at the bottom of the channel, and steel bars as longitudinal steel bar connectors). Figure 10 This is a structural schematic diagram of a truss-supported profiled steel sheet floor deck (a flat plate assembly between a steel bar top chord, continuous steel bar web members, and a U-shaped channel; flat steel bars are tied at the channel opening; web members are welded to the flat plate; longitudinal steel bars are at the bottom of the channel; and steel bars are used as longitudinal steel bar connectors). Figure 11 A schematic diagram of the cross-sectional structure of a thin-bottomed steel plate for a truss-supported profiled steel sheet floor deck (U-shaped channel 1). Figure 12 A schematic diagram of the cross-sectional structure of a thin-bottomed steel plate with truss profiled steel sheet floor deck (U-shaped channel 2). Figure 13 A schematic diagram of a rib (8) structure for a profiled steel sheet floor deck with trusses (combination 1); Figure 14A schematic diagram of a rib (8) structure for a truss profiled steel sheet floor deck (combination 2); Figure 15 A schematic diagram of a rib (8) structure for a truss profiled steel sheet floor deck (combination 3); Figure 16 A schematic diagram of a rib (8) structure for a truss profiled steel sheet floor deck (combination 4); Figure 17 A schematic diagram of a rib (8) structure for a truss-supported profiled steel sheet floor deck (combination 4b); Figure 18 A schematic diagram of a rib (8) structure for a truss profiled steel sheet floor deck (combination 5); Figure 19 A schematic diagram of a rib (8) structure for a truss profiled steel sheet floor deck (combination 6); Figure 20 A schematic diagram of a rib (8) structure for a truss profiled steel sheet floor deck (combination 7); Figure 21 A schematic diagram of a rib (8) structure for a truss profiled steel sheet floor deck (combination 8); Figure 22 A schematic diagram of a rib (8) structure of a profiled steel sheet floor deck with trusses (combination 9); Figure 23 A schematic diagram of a rib (8) structure for a truss profiled steel sheet floor deck (combination 10); Figure 24 A schematic diagram of a rib (8) structure for a truss profiled steel sheet floor deck (combination 11); Figure 25 A schematic diagram of a typical structural cross-section of the steel top chord (7) of a truss-supported profiled steel sheet floor deck; Figure 26 This is a schematic diagram of a typical structural cross section of the steel web members (6) of a truss-type profiled steel sheet floor deck.

[0069] In the figure: 1. Thin bottom steel plate; 2. U-shaped channel; 3. Base plate; 4. Side wall; 5. Flat plate; 6. Steel web member; 6a. Reinforcing steel web member; 7. Steel top chord; 7a. Longitudinal parallel reinforcement (7a); 7b. Reinforcing bar web member; 8. Rib; 9. Tie steel; 10. Transverse steel; 11. Longitudinal reinforcement; 12. Connector; 13. Nut; 14. Cold-pressed rib; 15. Transverse rib; 16. Connecting hole; 17. Decorative flat plate; 18. Component. Detailed Implementation

[0070] 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.

[0071] Example 1

[0072] Please refer to Figures 1-10. This utility model provides a technical solution: the steel plate floor deck includes a wider upper flange, reinforcing bar webs, lower chord reinforcing bars, and a profiled thin-bottom steel plate, with the specific structure as follows: A thin-bottomed steel plate (1) with a thickness of 0.4~1.5mm is bent to form multiple U-shaped grooves (2), each U-shaped groove (2) consisting of a bottom plate (3) and side walls (4); the openings of the U-shaped grooves (2) are flat plates (5); the bottom plate (3) is parallel to the flat plates (5), and the vertical distance between them is not less than 50mm. Choosing a thickness of 0.4~1.5mm for the thin-base steel plate balances component performance and economy. The thickness can be selected by comparing different spans and load requirements. The number of U-shaped channels (bent into multiple U-shaped channels) is determined by equipment processing parameters and actual structural layout requirements; generally, two channels are used, but a single channel may also be used. The depth of the U-shaped channel is closely related to the floor slab span. Generally, the depth of the U-shaped channel in the floor deck is the actual concrete floor slab thickness minus 80mm. To consider the load-bearing capacity of the floor deck, reduce concrete usage, and also account for the amount of reinforcing steel in the floor slab, the depth of the U-shaped channel should not be less than 50mm.

[0073] The steel web member (6) is made of steel bars, steel pipes, channel steel or flat steel that are continuously bent into a wave shape, with the upper bend forming a wave crest and the lower bend forming a wave trough; the wave trough of the steel web member (6) is fixedly connected to the thin bottom steel plate (1); There are many cross-sectional forms for steel web members, all of which can meet the requirements of connecting the base plate and the top chord. When two rows of steel web members are used as a group, steel bars are preferred; when using a single row or an additional single row, steel pipes or channel steel are preferred. The selection principle is based on the connection between the top chord and the web members, as well as the bending shape and position of the base plate with the web members.

[0074] The steel top chord (7) has a width of not less than 30 mm; the crest of the steel web member (6) is fixedly connected to the steel top chord (7).

[0075] A steel top chord width of not less than 30mm is more conducive to connecting the top chord and the bottom plate through web members and external tie rods to form a spatial load-bearing rib. The flatter the top chord, the farther the centroid of the top chord is from the bottom plate, the greater the moment of inertia of the rib, and the better the load-bearing performance. In terms of processing simplicity, the cross-section of the steel top chord can be selected from cold-formed V-shaped channel steel or wide flat tube (width not less than 30mm, generally 50mm, height not greater than 20mm).

[0076] In this embodiment, the upper part of the left and right sides of each U-shaped groove (2) is connected to the trough of the left and right rows of steel web members (6); the peaks of the left and right rows of steel web members (6) are connected to the left and right sides of the steel upper chord (7) to form a set of ribs (8) of the thin bottom steel plate (1).

[0077] The U-shaped channel (2), together with the web members and the steel top chord (7), forms the reinforcing ribs of the floor deck. This allows for easy achievement of narrow ribs and wide flat plates, which not only meets the requirement of large-span, support-free floor decking but also significantly reduces the amount of concrete used in the floor deck. This advantage is particularly prominent for large-span floor decks without secondary beams. The connection position of the steel web members (6) with the U-shaped channel is chosen at the top, which can reduce the length of the steel web members, give full play to the mechanical properties of the sidewalls of the U-shaped channel, and form a combined spatial load-bearing rib.

[0078] Furthermore, one or two rows of reinforcing steel web members (6a) are provided between the two rows of steel web members (6) of the rib (8); the crest of the reinforcing steel web member (6a) is connected to the lower surface of the steel upper chord (7), and the trough is connected to the upper surface of the base plate (3).

[0079] Furthermore, the reinforcing steel web members (6a) are intermittently arranged along the length direction of the ribs (8).

[0080] For structures with large spans or large loads during construction, the shear strength of the steel web members and sidewalls is insufficient. If the entire slab is reinforced, the structural design is not economical enough. In areas with large shear forces and insufficient shear capacity of the ribs (8), one or two rows of trusses are added to increase the limited amount of steel used and solve the shear bearing capacity problem. The structural design is reasonable and the economic benefits are obvious.

[0081] In this embodiment, a tie steel (9) is connected between the left and right sidewalls (4) of the U-shaped groove (2); the tie steel (9) is a flat steel, a reinforcing bar, a channel steel, or a steel pipe.

[0082] The tie steel (9) mainly resists the side wall deformation caused by the lateral pressure during concrete pouring, increases the structural stability of the spatial ribs formed by the upper chord and the U-shaped channel, and gives full play to the mechanical properties of the structure. Thus, a smaller steel plate thickness can be used to achieve economic and safety. When the depth of the U-shaped channel (2) is shallow (less than 100), tie steel (9) is set at the channel opening. When the depth of the U-shaped channel (2) is deep (greater than 100) and the steel plate thickness is thin, it cannot resist the lateral pressure during concrete pouring, so tie steel (9) is added in the waist of the U-shaped channel.

[0083] In this embodiment, the steel upper chord (7) is a channel steel with the opening facing downward; the upper chord has a simple structure, is easy to process, has good mechanical properties, is easy to connect with the web member, uses less steel, and can be combined with the U-shaped groove to form a spatial reinforcing rib.

[0084] In this embodiment, the welding connection position of the steel web member (6) and the thin bottom steel plate (1) is near the side wall (4) of the flat plate (5); it is convenient for industrialized connection and resistance welding, and is cheaper, faster and simpler than gas shielded welding.

[0085] In this embodiment, a longitudinal steel bar (11) is provided above the bottom plate (3), and the longitudinal steel bar (11) is fixedly connected to the side wall (4) through a connector (12).

[0086] Furthermore, the distance between the longitudinal steel bar (11) and the bottom plate (3) is not less than 15mm.

[0087] Furthermore, the connector (12) is a double-layer flat steel, which is connected to the side wall (4), and its plane is parallel to the bottom plate (3). Furthermore, the longitudinal steel bar (11) is threaded at both ends, and after the longitudinal steel bar (11) passes through the connector (12), it is tightened and fixed by the nut (13).

[0088] In traditional floor decking, longitudinal reinforcing bars (11) are simply placed at the bottom of the trench and used as reinforcing bars for the bottom of the later-cast concrete. This utility model uses connectors to connect with the side walls. This can form a lower tension chord, which can participate in the short-term stress during concrete pouring, greatly improving the mechanical properties of the floor decking in the construction state. It is fixed by tightening nuts, so that initial stress can be applied, further improving the load-bearing capacity of the floor decking in the construction state. In this embodiment, double-layer steel plates are used as connectors, which are simple in structure, easy to process, have good stress performance, and use less steel. Since flat steel has high rigidity in the plane, it can effectively fix longitudinal reinforcing bars, forming a strong anchoring and force transmission effect.

[0089] In this embodiment, the side wall (4) is provided with cold-pressed ribs (14).

[0090] Furthermore, the cold-pressed rib (14) is a figure-eight rib.

[0091] The force transmission of the ribs is clear, which more effectively improves the local stress on the side wall of the floor decking, thereby improving the mechanical properties of the floor decking.

[0092] In this embodiment, the plate (5) is provided with multiple transverse ribs (15).

[0093] Furthermore, the transverse rib (15) has an alternating concave-convex shape.

[0094] Transverse ribs can effectively increase the stiffness of the plate (5). In this embodiment, alternating concave and convex transverse ribs are used, which increase the stiffness of the plate (5) by more than 2 times compared with traditional unidirectional ribs.

[0095] In this embodiment, the width of the flat plate (5) is greater than that of the base plate (3).

[0096] It can effectively reduce the amount of concrete used, reduce the amount of steel reinforcement used in floor slabs, make floor slabs lighter, and make structural designs more reasonable and low-carbon.

[0097] In this embodiment, in the two outer U-shaped grooves (2) of the thin bottom steel plate (1), the width of the plate (5) outside the opening of the U-shaped groove (2) is asymmetrically arranged, and the width of the plate (5) with the larger width is more than twice the width of the plate (5) with the smaller width.

[0098] Splicing at the local inflection point of the plate does not affect the local bending stiffness of the plate.

[0099] In this embodiment, the steel upper chord (7) is provided with connecting holes (16) at both ends.

[0100] By making full use of the steel top chord, the concrete can withstand both negative bending moments and temperature stresses after pouring.

[0101] In this embodiment, a decorative flat plate (17) is connected to the lower surface of the U-shaped groove bottom plate; the decorative flat plate (17) is a fiber cement board.

[0102] Fiber cement board can be used as a decorative board or to protect floor decking, preventing the steel floor decking from being directly exposed to the air, thus improving the durability and fire resistance of the floor decking.

[0103] Example 2

[0104] It is basically the same as Example 1, except that:

[0105] In this example, a transverse steel (10) is connected at the trough between the left and right rows of the steel web member (6).

[0106] In this example, the steel upper chord (7) is a flat steel pipe; the width of the steel pipe is not less than 40mm and the height is not greater than 30mm.

[0107] In this example, the trough of the steel web member (6) is welded to the side wall (4).

[0108] In this example, the connector (12) is a single-layer channel steel and is connected to the base plate (3).

[0109] In this example, the longitudinal reinforcing bar (11) is welded to the single-layer channel steel.

[0110] In this example, the cold-pressed ribs (14) on the sidewall (4) are cross ribs.

[0111] In this example, the multiple transverse ribs (15) on the plate (5) are upward convex ribs.

[0112] In this example, the decorative flat plate (17) connected to the lower surface of the U-shaped groove bottom plate is a calcium silicate board.

[0113] Example 3

[0114] It is basically the same as Example 1, except that: In this example, the left and right sidewalls (4) of the U-shaped groove (2) are connected by tie steel bars.

[0115] In this example, the steel top chord (7) is a planar steel truss, consisting of two longitudinal parallel steel bars and steel web members. The steel web members are formed by continuous bending of steel bars and are parallel to the flat plate (5).

[0116] In this example, the trough of the steel web member (6) is welded to the junction of the side wall (4) and the plate (5).

[0117] There is a chamfer at the junction of the side wall (4) and the plate (5) to facilitate connection with the steel web member (6).

[0118] Example 4

[0119] It is basically the same as Example 1, except that: In this example, the upper parts of the adjacent sides of the two adjacent U-shaped grooves (2) are connected to the troughs of the left and right rows of steel web members (6); the peaks of the left and right rows of steel web members (6) are connected to the left and right sides of the steel upper chord (7) to form a set of ribs (8) of the thin bottom steel plate (1).

[0120] In this example, the steel top chord (7) is a planar steel truss, consisting of two longitudinal parallel steel bars and steel web members. The steel web members are formed by continuous bending of steel bars and are parallel to the flat plate (5).

[0121] In this example, the multiple transverse ribs (15) on the plate (5) are upward convex ribs.

[0122] In this example, the trough of the steel web member (6) is welded to the side wall (4).

[0123] Example 5 It is basically the same as Example 1, except that: In this example, the bottom plate (3) of each U-shaped groove (2) is connected to the trough of a single row or multiple rows of steel web members (6), and the crest of the steel web members (6) is connected to the steel upper chord (7) to form a set of ribs (8) of the thin bottom steel plate (1).

[0124] In this embodiment, the steel upper chord (7) is a steel plate.

[0125] In this embodiment, a longitudinal steel bar (11) is provided above the bottom plate (3), and the longitudinal steel bar (11) is fixedly connected to the side wall (4) through a connector (12).

[0126] In this embodiment, the steel web member can be used as a connector to weld the longitudinal steel bars onto the steel web member.

[0127] 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 type of profiled steel sheet floor decking with trusses, characterized in that, include: A thin-bottomed steel plate (1) with a thickness of 0.4~1.5mm is bent to form multiple U-shaped grooves (2), each U-shaped groove (2) consisting of a bottom plate (3) and side walls (4); the openings of the U-shaped grooves (2) are flat plates (5); the bottom plate (3) is parallel to the flat plates (5), and the vertical distance between them is not less than 50mm. The steel web member (6) is made of steel bars, steel pipes, channel steel or flat steel that are continuously bent into a wave shape, with the upper bend forming a wave crest and the lower bend forming a wave trough; the wave trough of the steel web member (6) is fixedly connected to the thin bottom steel plate (1); The steel top chord (7) has a width of not less than 30 mm; the crest of the steel web member (6) is fixedly connected to the steel top chord (7).

2. The steel plate floor decking according to claim 1, characterized in that: Near the upper part of the left and right sides of each U-shaped groove (2), it is connected to the trough of the left and right rows of steel web members (6); the peaks of the left and right rows of steel web members (6) are connected to the left and right sides of the steel upper chord (7) to form a set of ribs (8) of the thin bottom steel plate (1).

3. The steel plate floor decking according to claim 1, characterized in that: Near the upper part of the adjacent sides of the two adjacent U-shaped grooves (2), they are respectively connected to the troughs of the left and right rows of steel web members (6); the peaks of the left and right rows of steel web members (6) are respectively connected to the left and right sides of the steel upper chord (7) to form a set of ribs (8) of the thin bottom steel plate (1).

4. The steel plate floor decking according to claim 1, characterized in that: The bottom plate (3) of each U-shaped groove (2) is connected to the trough of a single or multiple rows of steel web members (6), and the crest of the steel web members (6) is connected to the steel upper chord (7) to form a set of ribs (8) of the thin bottom steel plate (1).

5. The steel plate floor decking according to claim 2, characterized in that: One or two rows of reinforcing steel web members (6a) are provided between the two rows of steel web members (6) of the rib (8); the crest of the reinforcing steel web member (6a) is connected to the lower surface of the steel upper chord (7), and the trough is connected to the upper surface of the base plate (3).

6. The steel plate floor decking according to claim 5, characterized in that: The reinforcing steel web members (6a) are intermittently arranged along the length direction of the ribs (8).

7. The steel plate floor decking according to claim 1, characterized in that: The left and right sidewalls (4) of the U-shaped channel (2) are connected by tie steel (9); the tie steel (9) is flat steel, reinforcing bar, channel steel or steel pipe.

8. The steel plate floor decking according to claim 1, characterized in that: The trough between the left and right rows of the steel web member (6) is connected by a transverse steel (10).

9. The steel plate floor decking according to claim 1, characterized in that: The steel upper chord (7) can be any of the following structures: a. A planar steel truss, consisting of two longitudinal parallel steel bars (7a) and steel web members (7b), wherein the steel web members (7b) are formed by continuous bending of steel bars, are set along the entire length or intermittently, and are parallel to the flat plate (5). b. Channel steel; c. Steel plate; d. Round pipe, flat steel pipe, or rectangular pipe; e. An isosceles trapezoidal steel pipe that is smaller at the top and larger at the bottom.

10. The steel plate floor decking according to claim 1, characterized in that: The welding connection position between the steel web member (6) and the thin bottom steel plate (1) can be any one of the following: a. The trough of the steel web member (6) is welded to the plate (5) near the side wall (4); b. The trough of the steel web member (6) is welded to the side wall (4); c. The trough of the steel web member (6) is welded to the junction of the side wall (4) and the plate (5).

11. The steel plate floor decking according to claim 1, characterized in that: The bottom plate (3) is provided with longitudinal steel bars (11) above it, and the longitudinal steel bars (11) are fixedly connected to the bottom plate (3) or the side wall (4) through connectors (12).

12. The steel plate floor decking according to claim 11, characterized in that: The distance between the longitudinal steel bar (11) and the bottom plate (3) shall not be less than 15mm and not more than 30mm.

13. The steel plate floor decking according to claim 11, characterized in that: The connector (12) can be any of the following structures: a. A single or multiple layers of flat steel connected to the side wall (4), with its plane parallel to the bottom plate (3). b. Single or multiple layers of channel steel, connected to the side wall (4) or the bottom plate (3); c. Reinforcing steel assembly, consisting of reinforcing bars and diagonal reinforcing bars connecting the reinforcing bars; d. A flat steel pipe, the wide side of which is parallel to the base plate (3) and connected to the side wall (4) or the base plate (3); The eH-shaped steel has flanges parallel to the base plate (3) and is connected to the side wall (4) or the base plate (3).

14. The steel plate floor decking according to claim 11, characterized in that: The longitudinal steel bar (11) has threads at both ends. After the longitudinal steel bar (11) passes through the connector (12), it is tightened and fixed by the nut (13).

15. The steel plate floor decking according to claim 1, characterized in that: The side wall (4) is provided with cold-pressed ribs (14).

16. The steel plate floor decking according to claim 15, characterized in that: The cold-pressed rib (14) is a vertical rib, an oblique rib, a figure-eight rib, or a cross rib.

17. The steel plate floor decking according to claim 1, characterized in that: The plate (5) is provided with multiple transverse ribs (15).

18. The steel plate floor decking according to claim 17, characterized in that: The transverse ribs (15) are concave, convex or alternating concave and convex.

19. The steel plate floor decking according to claim 1, characterized in that: The width of the flat plate (5) is greater than that of the base plate (3).

20. The steel plate floor decking according to claim 1, characterized in that: In the two outer U-shaped grooves (2) of the thin bottom steel plate (1), the width of the plate (5) outside the opening of the U-shaped groove (2) is asymmetrically arranged, and the width of the plate (5) with the larger width is more than twice the width of the plate (5) with the smaller width.

21. The steel plate floor decking according to claim 1, characterized in that: The steel upper chord (7) has connecting holes (16) at both ends.

22. The steel plate floor decking according to claim 1, characterized in that: A decorative flat plate (17) is connected to the lower surface of the U-shaped groove bottom plate; the decorative flat plate (17) is a fiber cement board, a calcium silicate board, or a gypsum board.

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