Structure and construction method for superposing and reinforcing steel plates of basement large plate structure

Abstract

The invention provides a basement large plate structure steel plate overlapping reinforcing structure and a construction method, and relates to the field of structural engineering.The basement large plate structure steel plate overlapping reinforcing structure comprises a large plate structure plate reinforcing structure which is connected to the lower portion of an original concrete plate and located in a large plate structure plate reinforcing area. The large plate structure plate reinforcing structure comprises a prefabricated newly-added concrete structure which is prefabricated and poured on the upper portion of a reinforcing steel plate, and a notch is reserved in the upper end of the prefabricated newly-added concrete structure; the reinforcing steel plate is arranged on the lower portion of the prefabricated newly-added concrete structure, and interface connection between the reinforcing steel plate and the prefabricated newly-added concrete structure is further achieved through the shear connector. The connecting steel bars are arranged on the reinforcing steel plates; the mortar layer is arranged on the upper surface of the convex part of the prefabricated newly-added concrete structure; the cast-in-place newly-added concrete is arranged at the notch; and the tensile steel bars are partially embedded in the original concrete slab and are partially embedded in the cast-in-place newly-added concrete. The original large plate structure can be reinforced conveniently, quickly, economically and reasonably, the bearing capacity of the structure is improved, and the durability of the structure is enhanced.

Description

Technical Field

[0001] This invention relates to the field of structural engineering technology, specifically to a structure and construction method for reinforcing a large-slab basement structure with overlapping steel plates. Background Technology

[0002] Large-slab structures, as a traditional structural form, are widely used in practical engineering. Their main structural characteristic is the absence of secondary beams beneath the floor slab; the slab is supported solely by the main beams, resulting in a larger span. Compared to structures with primary and secondary beams, large-slab structures have a flatter and more aesthetically pleasing floor slab, facilitating decoration, finishing, and the installation of electrical and fire protection piping. They also have smaller areas where structural height is restricted. Reinforcement binding and formwork are simpler, simplifying construction. They are widely used in my country's construction industry, commonly found in underground parking garages.

[0003] The large-panel structure in basements still faces certain challenges during operation. Compared to other large-panel structures, basements bear significantly heavier loads. Potential new occupancy demands may necessitate the addition of columns to support the increased load. In such cases, the original large-panel structure may struggle to withstand the bending moments and shear forces from the new load, leading to bending or punching shear failure. Furthermore, long-term wear and tear, as well as potential construction quality issues in relevant locations, can cause cracks, significant deflection, and even localized failure, threatening the overall structural safety. Therefore, there is an urgent need for a convenient, economical, and effective reinforcement method for large-panel structures to address the challenges of future occupancy demands, long-term wear and tear, and construction quality deviations during reinforcement and operation. Summary of the Invention

[0004] This invention provides a structure and construction method for reinforcing a basement with stacked steel plates, in order to solve the technical problems mentioned in the background.

[0005] To solve the above-mentioned technical problems, this invention discloses a structure for reinforcing a large-slab basement structure with stacked steel plates, including the original concrete slab supported on a supporting structure, and further comprising: A large-panel structural reinforcement structure is provided, wherein the large-panel structural reinforcement structure is connected to the lower part of the original concrete slab and is located in the large-panel structural reinforcement area, which is located in the area of ​​the lower part of the original concrete slab that is not in contact with the supporting structure.

[0006] Preferably, the large-panel structural reinforcement structure includes: A precast new concrete structure is precast and cast on the upper part of the reinforcing steel plate, and a groove is left at the upper end of the precast new concrete structure. A reinforcing steel plate is placed under the precast new concrete structure, and the interface connection between the two is further realized by shear connectors. A connecting steel bar is placed on the upper part of the reinforcing steel plate; A mortar layer, wherein the mortar layer is placed on the upper surface of the protrusion of the precast new concrete structure; The newly added concrete is cast in place and placed at the opening of the trench. Tensile reinforcement bars are partially embedded in the original concrete slab and partially embedded in the newly cast-in-place concrete.

[0007] Preferably, the original concrete slab includes the original concrete slab that requires additional load, the original concrete slab that has been worn and aged for a long time, and the original concrete slab with construction quality deviations.

[0008] Preferably, the bottom of the original concrete slab and the top of the precast new concrete structure need to be roughened to facilitate the precast new concrete structure to be tightly bonded to the bottom of the original concrete slab through the mortar layer; The original concrete slab needs to be drilled and the tensile steel bars inserted. The connecting steel bars are evenly arranged and welded to the top of the reinforcing steel plate; The precast new concrete structure and the reinforcing steel plate are temporarily supported under the original concrete slab; The cast-in-place new concrete is poured into the groove between the precast new concrete structure and the original concrete slab, and the partially exposed connecting steel bars enhance the connection between the cast-in-place new concrete and the precast new concrete structure. The precast new concrete structure is precast and is manufactured in the factory in conjunction with the reinforcing steel plate and connecting steel bars.

[0009] Preferably, the thickness of the reinforcing steel plate needs to be considered based on the bearing capacity calculation results; the spacing of the connecting steel bars needs to be considered based on the shear resistance calculation results; the arrangement of the tensile steel bars needs to be considered based on the bond strength calculation results; the structure of the steel plate stacking reinforcement of the basement large slab structure can be economically and reasonably applied to different load conditions by modifying the parameters.

[0010] Preferably, the supporting structure includes: multiple large-plate structural main beams that are cross-connected, with large-plate structural columns connected to the lower ends of the cross-sections of the large-plate structural main beams; the connecting steel bars are ring-shaped steel bars.

[0011] This invention also discloses a construction method for a steel plate composite reinforcement structure for a basement, comprising: Step a: The steel plate is prefabricated in the factory, and the connecting steel bars are welded to the reinforcing steel plate. When pouring concrete, a certain number of slots are reserved. The slots need to accommodate the rebar of the original concrete slab and can accommodate a sufficient volume of cast-in-place concrete to ensure the connection strength between the old and new concrete interfaces. The connecting steel bars in the slots need to be exposed at a predetermined distance from the bottom concrete. Step b: Roughen the surface of the precast steel plate and the bottom of the original concrete slab, and at the same time apply a layer of cement mortar to the protruding parts of the precast steel plate to increase the tightness of the interface connection. Step c: Support the precast steel plate slab on site under the original concrete slab; Step d: Pour concrete into the groove and the gap between the precast steel plate and the bottom of the original concrete slab, so that the newly poured concrete is tightly bonded to the precast steel plate and the bottom of the original concrete slab. Step e: After the concrete has cured, remove the supports and the reinforcement is complete.

[0012] Preferably, an evaluation process is performed before step b, and the evaluation process includes: Step b1: Roughen the surface of the precast steel plate to be coated with mortar, and obtain the actual surface roughness of the roughened area and the actual texture depth of the roughened surface to determine the actual roughness coefficient. Step b2: Obtain the interface of the mortar to be applied, combined with relevant parameters and the target mortar application thickness. The interface of the mortar to be applied, combined with relevant parameters, includes: actual mortar consistency, actual mortar aggregate gradation coefficient, and actual mortar water retention coefficient. Step b3: Determine the interfacial bonding potential coefficient based on the actual roughness coefficient and actual mortar consistency; determine the interfacial filling coefficient based on the actual mortar aggregate gradation coefficient and actual mortar water retention coefficient; determine the thickness matching coefficient based on the target mortar coating thickness and the texture depth of the roughened surface. Step b4: Determine the interface adaptation coefficient based on the interface bonding potential coefficient, interface filling coefficient, and thickness adaptation coefficient; if the interface adaptation coefficient is not within the corresponding preset range, repeat steps b1-b3 until the interface adaptation coefficient is within the corresponding preset range.

[0013] Preferably, the evaluation process further includes: Step b5: Determine the first mortar application speed and the first mortar application pressure based on the interface adaptation coefficient; Step b6: Based on the interfacial bonding potential coefficient, interfacial filling coefficient, first mortar application speed, first mortar application pressure, and standard early interfacial bond strength of each material, combined with historical construction data, experimental data, and machine learning models, predict the early interfacial bond strength after mortar application. Step b7: Determine the target pressure correction coefficient corresponding to the predicted value of the early bonding strength of the interface after mortar application obtained in step b6 based on the preset mapping table of early bonding strength range of the interface after mortar application and mortar application pressure correction coefficient. Step b8: Correct the first mortar application pressure based on the target pressure correction coefficient to obtain the target mortar application pressure; correct the first mortar application speed based on the target mortar application pressure to obtain the target mortar application speed.

[0014] The technical solution of the present invention will be further described in detail below with reference to the accompanying drawings and embodiments.

[0015] Compared with the prior art, the present invention has the following beneficial effects: This invention proposes a structure for reinforcing a large-slab basement structure with composite steel plates. Tensile reinforcement is implanted into the bottom of the original concrete slab, temporary supports are installed, the surfaces of the precast steel plates and the original concrete slab are roughened, and new cast-in-place concrete is poured between them. This achieves a strong and tight connection between the two, ensuring the overall load-bearing performance of the reinforced structure. Steel and concrete leverage their respective material advantages, effectively enhancing the structure's load-bearing capacity and durability. The construction is convenient, economical, and efficient, with clear force transmission and easy implementation.

[0016] This invention proposes a structure for reinforcing large-panel structures in basements by stacking steel plates. This structure can be reinforced in a convenient, quick, economical and reasonable manner, thereby improving the structural bearing capacity and enhancing the durability of the structure. This solves the reinforcement and operation problems caused by new usage requirements, long-term wear and tear and aging, and construction quality deviations.

[0017] (1) The steel plate precast slab is reliably connected to the original concrete slab by the use of rebar and cast-in-place concrete, which ensures the overall stress performance of the reinforced structure. Steel and concrete give full play to their respective material advantages, effectively enhancing the load-bearing capacity and durability of the structure. The stress is reasonable. At the same time, steel plates are more adaptable to complex stress conditions at the bottom of the slab than steel bars. (2) The semi-prefabricated nature of the reinforcing components allows the steel plate prefabricated slabs to be prefabricated in the factory, avoiding the bending and binding of steel bars on site, saving on-site construction time. At the same time, it can also be used as the bottom formwork for pouring concrete, avoiding on-site formwork and other operations, simplifying the construction steps. (3) The reinforcement structure is flexible and versatile. It can be designed according to different working conditions and requirements, and the size and quantity of relevant reinforcement materials can be determined. It is simple and economical. (4) It does not affect the normal use of the structure, nor does it damage the original structure. The appearance of the reinforced structure will not be significantly different from that before reinforcement, and it will not affect the aesthetics of the original structure. Attached Figure Description

[0018] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used in conjunction with embodiments of the invention to explain the invention and do not constitute a limitation thereof. In the drawings: Figure 1 This is a schematic diagram of the reinforced area of ​​the present invention.

[0019] Figure 2 This is an isometric view of the reinforced structure of the present invention.

[0020] Figure 3 This is a side view of the reinforced structure of the present invention.

[0021] Figure 4 This is a top view of the precast steel plate slab of the present invention.

[0022] Figure 5 for Figure 4 1-1 cross-sectional view.

[0023] Figure 6 This is a top view of the steel base plate of the present invention.

[0024] Figure 7 This is a schematic diagram of the original concrete drilling and rebar installation method of the present invention.

[0025] In the diagram: 1. Reinforced area of ​​the large slab structure; 2. Main beam of the large slab structure; 3. Column of the large slab structure; 4. Original concrete slab; 5. Precast new concrete structure; 6. Reinforcing steel plate; 7. Connecting steel bars; 8. Mortar layer; 9. Cast-in-place new concrete; 10. Groove; 11. Tensile steel bars. Detailed Implementation

[0026] The preferred embodiments of the present invention will be described below with reference to the accompanying drawings. It should be understood that the preferred embodiments described herein are for illustration and explanation only and are not intended to limit the present invention.

[0027] Furthermore, in this invention, the use of terms such as "first" and "second" is for descriptive purposes only and does not specifically refer to any order or sequence, nor is it intended to limit the invention. They are merely used to distinguish components or operations described using the same technical terms and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Additionally, the technical solutions and features of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. If a combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0028] The present invention provides the following embodiments: Example 1: This embodiment of the invention provides a structure for reinforcing a basement with stacked steel plates, such as... Figures 1-7 As shown, it includes the original concrete slab 4, which is supported on the supporting structure, and also includes: A large-panel structural reinforcement structure is connected to the lower part of the original concrete slab 4 and located in the large-panel structural reinforcement area 1. The large-panel structural reinforcement area 1 is located in the area below the original concrete slab 4 that is not in contact with the supporting structure.

[0029] Preferred, such as Figure 2 , 3 As shown in Figure 7, the large-panel structural reinforcement structure includes: A precast new concrete structure 5 is precast and cast on the upper part of the reinforcing steel plate 6, and a groove 10 is left at the upper end of the precast new concrete structure 5. A reinforcing steel plate 6 is placed under the precast new concrete structure 5, and the interface connection between the two is further realized through shear connectors. Connecting reinforcing bar 7, which is placed on the upper part of the reinforcing steel plate 6; Mortar layer 8, which is placed on the upper surface of the protrusion of the precast new concrete structure 5; The newly added concrete 9 is placed at the groove opening 10; Tensile reinforcement 11, part of which is embedded in the original concrete slab 4, and part of which is embedded in the cast-in-place new concrete 9.

[0030] Preferably, the original concrete slab 4 includes the original concrete slab that requires additional load, the original concrete slab that has been worn and aged for a long time, and the original concrete slab with construction quality deviation.

[0031] Preferably, the bottom of the original concrete slab 4 and the top of the precast new concrete structure 5 need to be roughened to facilitate a tight bond between the precast new concrete structure 5 and the bottom of the original concrete slab 4 via the mortar layer 8; wherein, a 5mm mortar layer 8 is applied to the raised areas on the surface of the precast new concrete structure 5 to further strengthen the connection between it and the original concrete slab 4. The original concrete slab 4 needs to be drilled and the tensile steel bars 11 need to be inserted to facilitate a firm connection with the cast-in-place new concrete 9. The connection between the old and new concrete is completed by pouring the cast-in-place new concrete 9 into the slot 10 of the precast new concrete structure. The strength of the cast-in-place new concrete 9 should be greater than that of the original concrete slab 4 so that the connection part does not become a weak part of the structure.

[0032] The connecting steel bars 7 are evenly arranged and welded to the top of the reinforcing steel plate 6; The precast new concrete structure 5 and the reinforcing steel plate 6 are temporarily supported under the original concrete slab 4; The cast-in-place new concrete 9 is poured into the groove 10 between the precast new concrete structure 5 and the original concrete slab 4, and the partially exposed connecting steel bars 7 enhance the connection between the cast-in-place new concrete 9 and the precast new concrete structure 5. The precast new concrete structure 5 is precast and is produced in the factory in conjunction with the reinforcing steel plate 6 and the connecting steel bars 7.

[0033] Preferably, the thickness of the reinforcing steel plate 6 needs to be considered based on the bearing capacity calculation results; the spacing of the connecting steel bars 7 needs to be considered based on the shear resistance calculation results; the arrangement of the tensile steel bars 11 should be uniformly dispersed, and the specific quantity needs to be considered based on the bond strength calculation results; the anchorage length needs to meet the relevant specifications (the depth of the tensile steel bars in the groove should meet the basic anchorage length requirements specified in the specifications; when the anchorage length cannot meet the requirements, bending anchors or other methods need to be used); the construction of the steel plate composite reinforcement of the basement large slab structure can be economically and reasonably applied to different load conditions by modifying the parameters.

[0034] Preferably, the supporting structure includes: multiple large plate structure main beams 2 that are cross-connected, and large plate structure columns 3 are connected to the lower ends of the cross-connection of the large plate structure main beams 2.

[0035] The precast new concrete structure 5 is precast and is produced in the factory in conjunction with the reinforcing steel plate 6 and connecting steel bars 7, which shortens the construction cycle and simplifies construction. At the same time, the setting of the groove 10, mortar layer 8 and tensile steel bars 11 in the precast new concrete structure, as well as the roughening process, can ensure a tight and firm bond between the old and new structures, enhance the integrity of the steel plate composite reinforcement structure of the basement large slab structure, improve mechanical properties, and make it more suitable for the load conditions of the basement.

[0036] The original concrete slab 4 has strong compressive strength, but the bottom of the slab is prone to tensile cracking. The addition of the reinforcing steel plate 6 enhances the tensile strength of the bottom of the structure, making the overall stress pattern of the structure more reasonable, suppressing the generation of cracks, and enhancing the durability of the structure. Both materials play to their strengths and are economical. Compared with steel bars, the reinforcing steel plate 6 has better adaptability to the complex stress conditions at the bottom of the slab and avoids the need for tying steel bars, which helps to simplify construction.

[0037] The structural reinforcement process will not affect the normal use of the structure, nor will it damage the original structure; the reinforcement will not affect the aesthetics of the original structure.

[0038] like Figure 1 As shown, the reinforced area 1 is at least 500mm away from the main beam 2 and column 3 of the large plate structure, and the reserved space facilitates the subsequent construction process.

[0039] like Figure 4 , Figure 5 and Figure 6As shown, the precast steel slab can be prefabricated in a factory, comprising four parts: a precast new concrete structure 5, a reinforcing steel plate 6, connecting reinforcing bars 7, and a precast new concrete structure slot 10. Based on the required bearing capacity and the shear resistance calculation results of the steel-concrete interface, the appropriate thickness of the reinforcing steel plate 6 and the number of connecting reinforcing bars 7 are calculated. The connecting reinforcing bars 7 are then uniformly welded onto the reinforcing steel plate 6. The precast new concrete structure 5 is then poured using the welded steel plate as the bottom mold, with the precast new concrete structure slot 10 reserved. The strength of the precast new concrete structure 5 should be greater than that of the original concrete slab 4 to ensure that the connection point does not become a weak point in the structure. The slot 10 of the precast new concrete structure should be large enough to allow the tensile reinforcing bars 11 to be fully inserted and maintain a certain spacing, while ensuring sufficient cast-in-place new concrete 9 to enhance the overall structural integrity. The concrete thickness at the slot 10 should be 20-30mm less than the height of the connecting reinforcing bars 7 to enhance the connection between the cast-in-place new concrete 9 and the precast steel slab.

[0040] The construction of the large-panel steel plate reinforcement structure for basements is flexible and versatile, and can be economically and rationally applied to different working conditions.

[0041] The aforementioned steel plate composite reinforcement structure for the basement features prefabricated steel plates with connecting reinforcing bars welded to the surface of the reinforcing steel plates during factory fabrication. This ensures interface bonding between the prefabricated steel plate concrete and the reinforcing steel plates. Concrete is then poured, with a number of grooves pre-reserved to allow space for the cast-in-place concrete and enhance the tightness of the interface between the old and new concrete. Reinforcing bars are embedded into the bottom surface of the existing large slab structure and inserted into the grooves before concrete is poured, further strengthening the overall integrity of the reinforced structure. The steel base plate offers greater adaptability to complex stresses compared to reinforcing bars. The combination of tension on the steel base plate and compression on the concrete maximizes the material properties, making it economical and reasonable. The prefabricated steel plates shorten the construction cycle, providing convenience and speed.

[0042] After the newly poured concrete has cured and the temporary supports have been removed, the basement slab structure has been effectively reinforced. The biggest advantages of this steel plate composite reinforcement method for the basement slab structure are its good mechanical properties, convenient construction, low cost, and no impact on use during the reinforcement period.

[0043] This invention also provides a construction method for a steel plate composite reinforcement structure for a basement, comprising the following steps: Step a: The precast steel plate is manufactured in the factory. The connecting steel bars are welded onto the reinforcing steel plate according to the shear resistance calculation results. When pouring concrete, a certain number of slots are reserved. The slots should be large enough to accommodate the steel bars of the original concrete slab and a sufficient volume of cast-in-place concrete to ensure the bonding strength between the old and new concrete. The connecting steel bars in the slots should protrude 2-3cm from the bottom concrete to enhance the bonding strength between the old and new concrete. Step b: Roughen the surface of the precast steel plate and the bottom of the original concrete slab, and at the same time apply a layer of cement mortar to the protruding parts of the precast steel plate to increase the tightness of the interface connection. Step c: Support the precast steel plate slab on site under the original concrete slab; Step d: Pour concrete into the groove and the gap between the precast steel plate and the bottom of the original concrete slab, so that the newly poured concrete is tightly bonded to the precast steel plate and the bottom of the original concrete slab. Step e: After the concrete has cured, remove the supports and the reinforcement is complete.

[0044] The beneficial effects of the above technical solution are as follows: This invention proposes a structure for reinforcing a large-slab basement structure with composite steel plates. Tensile reinforcement is implanted into the bottom of the original concrete slab, temporary supports are installed, the surfaces of the precast steel plates and the original concrete slab are roughened, and new cast-in-place concrete is poured between them. This achieves a strong and tight connection between the two, ensuring the overall load-bearing performance of the reinforced structure. Steel and concrete leverage their respective material advantages, effectively enhancing the structure's load-bearing capacity and durability. The construction is convenient, economical, and efficient, with clear force transmission and easy implementation.

[0045] This invention proposes a structure for reinforcing large-panel structures in basements by stacking steel plates. This structure can be reinforced in a convenient, quick, economical and reasonable manner, thereby improving the structural bearing capacity and enhancing the durability of the structure. This solves the reinforcement and operation problems caused by new usage requirements, long-term wear and tear and aging, and construction quality deviations.

[0046] (1) The steel plate precast slab is reliably connected to the original concrete slab by the use of rebar and cast-in-place concrete, which ensures the overall stress performance of the reinforced structure. Steel and concrete give full play to their respective material advantages, effectively enhancing the load-bearing capacity and durability of the structure. The stress is reasonable. At the same time, steel plates are more adaptable to complex stress conditions at the bottom of the slab than steel bars. (2) The semi-prefabricated nature of the reinforcing components allows the steel plate prefabricated slabs to be prefabricated in the factory, avoiding the bending and binding of steel bars on site, saving on-site construction time. At the same time, it can also be used as the bottom formwork for pouring concrete, avoiding on-site formwork and other operations, simplifying the construction steps. (3) The reinforcement structure is flexible and versatile. It can be designed according to different working conditions and requirements, and the size and quantity of relevant reinforcement materials can be determined. It is simple and economical. (4) It does not affect the normal use of the structure, nor does it damage the original structure. The appearance of the reinforced structure will not be significantly different from that before reinforcement, and it will not affect the aesthetics of the original structure.

[0047] Example 2, based on Example 1, includes an evaluation process prior to step b. The evaluation process includes: Step b1: Roughen the surface of the precast steel plate to be coated with mortar, and obtain the actual surface roughness of the roughened area and the actual texture depth of the roughened surface to determine the actual roughness coefficient. Step b2: Obtain the interface of the mortar to be applied, combined with relevant parameters and the target mortar application thickness. The interface of the mortar to be applied, combined with relevant parameters, includes: actual mortar consistency, actual mortar aggregate gradation coefficient, and actual mortar water retention coefficient. Step b3: Determine the interfacial bonding potential coefficient based on the actual roughness coefficient and actual mortar consistency; determine the interfacial filling coefficient based on the actual mortar aggregate gradation coefficient and actual mortar water retention coefficient; determine the thickness matching coefficient based on the target mortar coating thickness and the texture depth of the roughened surface. Step b4: Determine the interface adaptation coefficient based on the interface bonding potential coefficient, interface filling coefficient, and thickness adaptation coefficient; if the interface adaptation coefficient is not within the corresponding preset range, repeat steps b1-b3 until the interface adaptation coefficient is within the corresponding preset range.

[0048] Based on a roughening tool, roughening is performed using preset roughening process parameters; Roughness coefficient = Actual surface roughness of the roughened area on the surface of the precast steel plate ÷ Theoretical surface roughness of the roughened area on the surface of the precast steel plate; The texture depth of the roughened surface of a precast steel plate refers to the average height of the raised or recessed areas on the steel plate surface after roughening treatment. It is an important indicator for measuring the roughening effect.

[0049] The gradation factor of mortar aggregates is a key parameter used to evaluate the rationality of the aggregate particle size distribution in mortar. It reflects the degree to which the distribution of aggregate particles of different sizes affects mortar properties (such as workability, strength, and density). A rational aggregate gradation means that aggregate particles of different sizes can fill each other, minimizing the porosity after aggregate packing. The mortar aggregate gradation factor quantitatively measures the degree of fit between the actual aggregate gradation and the ideal gradation (the aggregate gradation that allows the mortar to achieve optimal performance, usually a continuous gradation, i.e., particles continuously distributed from large to small, achieving the densest packing). The closer the gradation factor is to 1, the more rational the aggregate gradation, making it easier for the mortar to achieve good workability during mixing and forming a denser structure after hardening, thus helping to improve the strength and other properties of the mortar. If the gradation factor deviates significantly from 1, it indicates an unreasonable aggregate gradation, which may lead to poor workability and high porosity, thus affecting the strength and durability of the mortar.

[0050] Determining the gradation coefficient of mortar aggregates (mostly sand) through sieving requires first taking representative sand samples according to specifications, drying them, and then sieving them using standard sieves such as 4.75mm and 2.36mm. The mass of the residue on each sieve is weighed, and the actual cumulative residue percentage is calculated. Simultaneously, the ideal cumulative residue for the corresponding aggregate category is determined according to specifications such as "Sand for Construction". Then, the residue is substituted into the gradation coefficient formula (commonly used). , This represents the cumulative percentage of aggregate remaining on the i-th sieve (%), determined through a sieve test, such as the percentage of the total mass of aggregate remaining on a certain sieve. For the ideal cumulative sieve residue of the i-th sieve aperture, The coefficient is calculated based on the number of sieve holes.

[0051] Mortar consistency refers to the flowability of freshly mixed mortar under its own weight or external force, reflecting its thickness and workability. It is commonly expressed as penetration (mm) and measured using a mortar consistency meter. It is affected by factors such as water content, aggregates, cementitious materials, and admixtures. Appropriate consistency ensures smooth construction and project quality.

[0052] Mortar water retention rate is a key performance indicator that measures the mortar's ability to retain moisture and resist water loss due to penetration (absorption by the substrate) or evaporation after mixing and before hardening. It is usually expressed as a percentage (%). Its core function is to ensure the mortar's workability and hardening quality: if the water retention rate meets the standard, it can maintain the mortar's fluidity, facilitating spreading, masonry, or plastering operations, while ensuring that cement and other cementitious materials have sufficient moisture to complete the hydration reaction, avoiding problems such as insufficient strength and cracking after hardening.

[0053] Mortar water retention coefficient = (actual water retention rate of the mortar to be applied - theoretical water retention rate of the mortar to be applied) ÷ theoretical water retention rate of the mortar to be applied; Interface bonding potential coefficient = roughness coefficient × (1 - |actual mortar consistency - theoretical mortar consistency| × consistency correction coefficient); roughness is the basis of bonding, and too high or too low consistency will weaken bonding; Consistency correction coefficient (values ​​range from 0.01 to 0.1): Through mortar bonding tests, under conditions such as fixed roughness coefficient, the consistency of the mortar is changed, and the interfacial bonding strength under different consistency deviations (difference between actual and theoretical consistency) is measured. The correspondence between consistency deviation and the degree of weakening of bonding strength is established, and the consistency correction coefficient is obtained by data fitting.

[0054] Interface filling coefficient = actual mortar aggregate gradation coefficient × gradation base correction coefficient + actual mortar aggregate gradation coefficient × actual mortar water retention coefficient × gradation-water retention coupling correction coefficient; Gradation basis correction coefficient (value is 0.1 to 0.5): Mortar aggregate gradation test is carried out. Without considering the influence of water retention rate, the interface filling density corresponding to different aggregate gradations (the actual gradation and the ideal gradation have different degrees of fit) is tested. Based on the relationship between filling density and gradation (power function fitting), the gradation basis correction coefficient is determined by statistical analysis. Coupling correction coefficient for aggregate gradation and water retention (values ​​range from 0.1 to 0.35): Design multiple mortar tests with different combinations of aggregate gradation and water retention rate, measure the interfacial porosity (or quantifiable indicators such as interfacial shear strength) for each group, analyze the influence of the synergistic effect of aggregate gradation and water retention rate on the filling effect, and obtain the coupling correction coefficient through data fitting.

[0055] Aggregate gradation is the "core foundation" of filling; the closer the actual gradation coefficient is to 1 (the higher the degree of fit with the ideal gradation), the stronger the filling potential. Water retention affects mortar fluidity and hardening shrinkage, thereby changing the interfacial porosity.

[0056] Thickness adaptation coefficient = target mortar coating thickness ÷ texture depth of roughened surface; starting from the geometric matching of roughened texture and mortar thickness, the roughened texture depth is the characteristic dimension of the interface "mechanical anchoring groove", and the target mortar thickness h needs to match d (too thin and it cannot fill the texture, too thick and it will easily lead to stress concentration).

[0057] Interface compatibility coefficient = Interface bonding potential coefficient × Interface filling coefficient ÷ Thickness compatibility coefficient; "Adhesion potential provides bonding strength, filling effect optimizes interface density, and thickness adaptation ensures geometric matching." The three are related as "adhesion and filling work together, and thickness is a constraint."

[0058] In the construction technology system combining steel plates and mortar, the theoretical surface roughness of the roughened area on the precast steel plate surface is a pre-set standard value for surface roughness based on the optimal target of interfacial bonding and other performance. This standard value is used as a reference to calculate the actual roughness coefficient, which measures the degree of conformity between the actual roughened surface roughness and the optimal state. The theoretical consistency of the mortar to be applied is the penetration value corresponding to the optimal flowability that allows the mortar to possess both the best construction fluidity (facilitating paving, masonry, etc.) and the guarantee of subsequent project quality. The theoretical water retention rate of the mortar to be applied is the optimal water retention rate standard for maintaining its own moisture, ensuring sufficient hydration of cement and other binding materials, and avoiding defects such as insufficient strength and cracking after hardening, after the mortar is mixed and before hardening.

[0059] The beneficial effects of the above technical solution are as follows: The roughening process creates a rough and textured interface on the surface of the precast steel slab, providing a basis for the mechanical anchoring of the mortar. At the same time, through precise calculation and control of the surface roughness coefficient, the contact area and mechanical engagement force between the steel plate surface and the mortar are ensured to be at their optimal state.

[0060] By combining parameters such as mortar consistency, aggregate gradation, and water retention rate, the interfacial bonding potential coefficient and interfacial filling coefficient can be determined, optimizing the interfacial bonding effect from both aspects of adhesion and interfacial density. The introduction of the thickness adaptation coefficient ensures the geometric matching between mortar thickness and texture depth, allowing the mortar to fully fill the texture grooves and further enhancing the mechanical interlocking of the interface. The synergistic effect of multiple factors can improve the interfacial bonding strength, effectively preventing quality risks such as cracking and delamination at the interface, and ensuring that the composite structure of steel plate and mortar maintains a stable and reliable interfacial bond under complex working conditions such as long-term stress and environmental erosion.

[0061] Regarding aggregate gradation: Based on the mortar aggregate gradation coefficient, the rationality of the aggregate particle size distribution can be accurately determined. When the gradation coefficient is close to 1, aggregate particles of different sizes can achieve the densest packing, minimizing the internal porosity of the mortar. This not only makes the mortar easier to achieve good workability during mixing, reducing mixing energy consumption and time, but also allows the mortar to form a dense structure after hardening, improving its compressive and flexural strength, while enhancing its durability and reducing the rate of deterioration such as water seepage and carbonization caused by high porosity.

[0062] Regarding consistency: By controlling the mortar consistency within a reasonable range and adjusting the interfacial bonding potential using a consistency correction coefficient, the mortar is ensured to have suitable fluidity during construction, facilitating spreading, masonry, or plastering operations. This avoids construction difficulties and segregation due to excessively high consistency, or mortar clumping and difficulty in uniform spreading due to excessively low consistency.

[0063] Regarding water retention: Based on the influence of the water retention coefficient on the interface filling coefficient, it is ensured that the mortar can effectively retain its own moisture after mixing and before hardening, resisting absorption and evaporation loss by the substrate. Sufficient water supply provides the necessary conditions for the hydration reaction of cement and other cementitious materials, making the hydration reaction more complete, thereby ensuring that the mortar reaches the required strength after hardening, reducing drying shrinkage cracks caused by excessive water loss, and improving the overall durability of the mortar.

[0064] Before construction, an interface compatibility assessment is conducted. By calculating the interface compatibility coefficient and comparing it with a preset range, the compatibility of the steel plate-mortar interface can be predicted in advance. If the interface compatibility coefficient is not within the preset range, the roughening process parameters (such as roughening tools and roughening force) or mortar performance parameters (such as aggregate gradation, consistency, and water retention) can be adjusted in a timely manner to avoid discovering interface problems only after large-scale construction and to reduce the amount of rework and repairs.

[0065] At the same time, the pre-control process also helps construction personnel to optimize construction plans in advance, rationally arrange construction procedures, and further improve the efficiency of construction organization.

[0066] Example 3, based on Example 2, further includes: Step b5: Determine the first mortar application speed and the first mortar application pressure based on the interface adaptation coefficient; Step b6: Based on the interfacial bonding potential coefficient, interfacial filling coefficient, first mortar application speed, first mortar application pressure, and standard early interfacial bond strength of each material, combined with historical construction data, experimental data, and machine learning models, predict the early interfacial bond strength after mortar application. Step b7: Determine the target pressure correction coefficient corresponding to the predicted value of the early bonding strength of the interface after mortar application obtained in step b6 based on the preset mapping table of early bonding strength range of the interface after mortar application and mortar application pressure correction coefficient. Step b8: Correct the first mortar application pressure based on the target pressure correction coefficient to obtain the target mortar application pressure; correct the first mortar application speed based on the target mortar application pressure to obtain the target mortar application speed.

[0067] For the corresponding mortar and concrete types, through experiments and historical data, for different interface compatibility coefficient ranges, the first mortar application speed and first mortar application pressure that achieve optimal interface bonding within each interface compatibility coefficient range are measured and recorded, forming a mapping table to clarify the correspondence between different ranges and application parameters.

[0068] First, a dataset was constructed by collecting data on the actual early-stage bond strength of mortar after application, under different interfacial bond potential coefficients, interfacial filling coefficients, first mortar application speeds, first mortar application pressures, and corresponding material standard early-stage bond strengths (reflecting the benchmark values ​​corresponding to the mortar type) during historical construction. Then, this dataset was input into a machine learning model (such as a random forest or neural network) for training, enabling the model to learn the correlation between these parameters and early-stage bond strength. The dataset was divided into a training set and a test set in a 4:1 ratio. The model was trained until the prediction error on the test set was ≤8%. During construction, the current interfacial bond potential coefficient, interfacial filling coefficient, first mortar application speed, first mortar application pressure, and the material's standard early-stage bond strength were input into the trained model, allowing the model to predict the early-stage bond strength after mortar application.

[0069] Baseline data acquisition: Through multiple sets of orthogonal experiments, the system collects measured values ​​of early interfacial bond strength under different initial application pressures (e.g., 0.02-0.1 MPa), and simultaneously records the pressure correction coefficient that optimizes the strength (i.e., the ratio of the actual optimized pressure to the initial pressure). Alternatively, in numerical simulation, the initial pressure parameter is set as a variable in the model to simulate the interfacial bonding process under different pressures, calculate the strength value, and back-derive the optimal correction coefficient, cross-validating it with experimental data.

[0070] Interval division and coefficient calibration: After dividing the intensity intervals using K-means clustering, for each interval, the correlation rules between the correction coefficient and the actual pressure are clarified by combining response surface analysis.

[0071] Mapping table standardization: The table adds "Initial pressure reference range" and "Actual pressure calculation example" fields (e.g., initial pressure 0.04-0.045MPa + correction factor 1.2 = actual pressure 0.048-0.054MPa).

[0072] On-site application mechanism: After obtaining the correction coefficient by matching the strength range, it automatically associates with the current initial pressure value collected in real time, calculates the final construction pressure using the formula "actual pressure = initial pressure × correction coefficient", and directly outputs it to the pressure application equipment for execution.

[0073] Target mortar application pressure = First mortar application pressure × Target pressure correction coefficient; Target mortar application speed = First mortar application speed × Target pressure correction coefficient a Where a is the correction index; The correction index 'a' can be obtained through experimental calibration or numerical simulation: Experimental calibration: Select typical mortar and concrete substrates, fix the initial application parameters, change the target pressure correction coefficient, record the target application speed when the interfacial bond strength is optimal, and determine 'a' by fitting the data. Numerical simulation: Build a mortar application mechanical model using finite element software, set different 'a' and target pressure correction coefficients, simulate the application effect, and determine the appropriate 'a' by comparison. The correction index 'a' ranges from 0.5 to 2. The beneficial effects of the above technical solution are as follows: By determining the initial mortar application speed and pressure based on the interface compatibility coefficient, and subsequently using multiple coefficients and machine learning models to predict the early bond strength of the interface, the pressure and speed parameters for mortar application can be optimized more accurately. This ensures that the interface bond strength after mortar application meets the requirements, improves the bonding quality between the mortar and the substrate, and reduces potential engineering problems caused by poor bonding, such as mortar layer detachment.

[0074] By combining historical construction data and experimental data with machine learning models to predict early-stage interfacial bond strength, the valuable experience and data accumulated from past construction projects are fully utilized. Machine learning models can learn the complex relationships between parameters, resulting in more accurate predictions compared to traditional experience-based judgments. This provides a reliable basis for determining subsequent pressure correction coefficients, making the adjustment of construction parameters more scientific.

[0075] In the field application mechanism, after obtaining the correction coefficient by matching the strength range, it can automatically associate with the real-time collected initial pressure value, calculate the final construction pressure through the formula, and directly output it to the pressure-applying equipment for execution. This automated process reduces the errors and workload of manual calculation and operation, improves construction efficiency, and ensures the timeliness and accuracy of pressure control during construction. The flexibility of the correction index: The correction index 'a' can be obtained through experimental calibration or numerical simulation, providing a flexible adjustment method for mortar application speed correction under different working conditions (such as different mortar types, concrete base types, construction processes, etc.). Experimental calibration can obtain an 'a' value that conforms to real-world conditions based on actual physical experiments, while numerical simulation can quickly determine a suitable 'a' when experimental conditions are limited or require advance rehearsal, enhancing the adaptability of the solution to different construction scenarios.

[0076] Example 4, based on any one of Examples 1-3, includes roughening the bottom of the original concrete slab 4, including: Step b01: Inspect the area to be roughened on the bottom of the original concrete slab 4 to obtain key parameters of the area to be roughened on the bottom of the original concrete slab 4, including surface roughness, compressive strength, surface defect information, and moisture content; Step b02: Determine the defect coefficient based on surface defect information, determine the roughness coefficient based on surface roughness, and determine the moisture content coefficient based on moisture content; Step b03: Determine the equivalent compressive strength and the roughening resistance coefficient based on the surface roughness coefficient, compressive strength, moisture content coefficient, and defect coefficient; Step b04: Call the pre-trained regression model, input the roughening resistance coefficient and equivalent compressive strength, and directly output the preliminary roughening pressure; the model is obtained by training the roughening resistance coefficient and corresponding verified roughening pressure of the same type of concrete. Step b05: Divide the damage resistance coefficient into several grade ranges; based on the compliance of the roughening effect in historical data, divide the roughening damage resistance coefficient into several grade ranges; then, adjust the initial roughening pressure according to the grade range of the roughening damage resistance coefficient to obtain the adjusted roughening pressure; Step b07: Determine the target roughening pressure: Verify the results of the on-site roughening test: If the roughened area has no secondary damage or aggravation of initial loss, and the roughening depth meets the requirements, then the corrected pressure is the target roughening pressure; if the roughened area has secondary damage and / or aggravation of initial damage, reduce the corrected pressure by 5%-8%; if the roughening depth is insufficient, increase the pressure by 3%-5%, and perform roughening again to finally determine the target roughening pressure.

[0077] Methods for determining compressive strength: Rebound method: This method uses a rebound hammer to strike the concrete surface and estimates the strength based on the correlation between the rebound value and the compressive strength of the concrete. The rebound value reflects the surface hardness of the concrete. A strength curve based on rebound value and compressive strength is established through numerous experiments. During testing, the rebound value is measured, and the compressive strength is obtained by referring to the curve, taking into account factors such as the depth of concrete carbonation. Ultrasonic method: Based on the characteristics of ultrasonic waves propagating in concrete, parameters such as sound velocity and amplitude vary with concrete density and internal defects. The sound velocity is calculated by measuring the ultrasonic wave propagation time, and then the compressive strength of the concrete is estimated using the sound velocity-compressive strength relationship curve established through experiments.

[0078] ; I represents the defect coefficient; M represents the total number of defect types (including cracks, etc.). Let be the depth of the j-th defect of type i; Let be the cross-sectional area of ​​the j-th type i-th defect along the direction perpendicular to the depth. For the i-th type of defect and Corresponding reference value; The compressive strength influence coefficient of the i-th type of defect under the compressive strength determined in step b01; This represents the total number of type i defects in the concrete of the current area to be reinforced. This can be determined through a combination of interval mapping tables and experiments. The steps are as follows: Divide the intervals: Divide the concrete compressive strength into several intervals, and simultaneously analyze the i-th type of defect... The test also divides the test into intervals. Experimental testing: For each combination of compressive strength interval and defect geometric feature interval, concrete specimens containing the corresponding defects are prepared, and compressive strength tests are conducted to obtain the degree of influence of the defects on the compressive strength of the concrete under that combination (e.g., the change in the ratio of the strength of the specimen with defects to the strength of the reference specimen without defects). Mapping table establishment: Using the degree of influence obtained from the experiment, a three-dimensional mapping table of "compressive strength interval - defect geometric feature interval - influence coefficient" is constructed. Practical application: During testing, first determine the interval containing the original concrete slab's compressive strength and the interval containing the defects, then look up the corresponding values ​​from the mapping table.

[0079] Surface roughness coefficient R = (Surface roughness determined in step 01 - Reference roughness) ÷ Reference roughness; Moisture content coefficient W = (Maximum allowable moisture content of the original concrete slab - Moisture content determined in step 01) ÷ (Maximum allowable moisture content of the original concrete slab - Reference moisture content) ; G is the equivalent compressive strength; The compressive strength determined in step 01; This is the compressive strength correction factor combining roughness and moisture content; This is the compressive strength correction factor corresponding to the defect factor; The compressive strength correction coefficient (with a value greater than 0 and less than 1) based on the combination of roughness and moisture content is obtained by preparing concrete specimens with different combinations of surface roughness and moisture content, measuring their compressive strength, comparing it with the strength of specimens under reference conditions (reference / ideal roughness, reference / ideal moisture content), and establishing a relationship model through regression analysis ("using multiple linear regression / nonlinear regression, with roughness and moisture content as independent variables and compressive strength correction ratio as dependent variable").

[0080] Concrete specimens containing defects of different types and geometric characteristics (depth, cross-sectional area in the vertical depth direction, etc.) were prepared, and the corresponding compressive strength ranges of the concrete were determined. For each combination of compressive strength range and defect geometric characteristic range, compressive strength tests were conducted to obtain the difference in strength between the defective specimens and the undefective baseline specimens. Based on the degree of influence obtained from the tests, a mapping table was constructed: "Compressive strength range - defect geometric characteristic range - compressive strength correction coefficient corresponding to the defect coefficient". In practical applications, the compressive strength range of the original concrete slab and the range of the defects were first determined, and then the corresponding strength correction coefficient for the defect coefficient was retrieved from this mapping table. ; The roughening resistance coefficient; The design compressive strength of the original concrete slab; Defect-related reference: For the i-th type of defect, there is a reference value corresponding to the product of the defect depth and the cross-sectional area in the vertical depth direction. Its function is to normalize the product of the depth and the cross-sectional area in the vertical depth direction (reflecting the scale of the defect) of different j-th type i defects. In this way, there is a unified comparison and calculation benchmark for the same type of defect of different scales, which facilitates the subsequent measurement of the size of the defect relative to the reference scale, and then calculates the impact of the defect on the concrete performance in combination with the correlation coefficient.

[0081] Surface roughness reference: When calculating the surface roughness coefficient, the "reference roughness" is a set benchmark roughness value. By subtracting this reference roughness from the actual surface roughness determined in step 01, and then dividing by the reference roughness, the resulting value reflects the degree of deviation of the actual surface roughness from the reference roughness, thereby quantifying the impact of surface roughness on concrete performance.

[0082] Moisture content reference: When calculating the moisture content coefficient, "maximum allowable moisture content of the original concrete slab" and "reference moisture content" are benchmark values. "Maximum allowable moisture content of the original concrete slab" is the upper limit of the maximum moisture content that the concrete slab can withstand, while "reference moisture content" is a set ideal or standard moisture content value. The value obtained by calculating the difference between the two reflects the position of the actual moisture content relative to these two benchmarks, quantifying the impact of moisture content on concrete performance.

[0083] Reference conditions (reference / ideal roughness, reference / ideal moisture content): These are used to determine the compressive strength correction factor for the roughness-moisture content combination. "Reference / ideal roughness" and "reference / ideal moisture content" represent the ideal state of concrete surface roughness and moisture content, under which the compressive strength of the concrete can be considered the baseline strength. By preparing concrete specimens with different combinations of surface roughness and moisture content, testing their compressive strength, and comparing it with the compressive strength of specimens under the reference conditions, a relationship model between roughness, moisture content, and the compressive strength correction ratio can be established. This allows for the determination of relevant correction factors to quantify the influence of the roughness and moisture content coupling on the compressive strength of concrete.

[0084] Step b04 Implementation: First, collect surface roughening construction data for different types of concrete, covering the surface roughening resistance coefficient, equivalent compressive strength, and surface roughening pressure verified on-site to achieve the desired roughening effect, thus constructing a dataset. Next, train the model using a multiple linear regression model (random forest, neural network, or other models can also be selected based on data characteristics). After training, during actual construction, input the calculated surface roughening resistance coefficient and equivalent compressive strength of the area to be roughened into the trained model. The model can then directly output the initial surface roughening pressure based on the learned relationships. This method allows the model to adapt to more types of concrete, improving its applicability in different concrete type scenarios.

[0085] Collect historical data: Extensively collect historical data on different types of concrete during texturing construction, including the texturing damage resistance coefficient for each texturing operation, and the results of whether the texturing met standards (e.g., whether the texturing depth met requirements, whether the texturing area was not excessively damaged, etc.). Determine the classification criteria: Analyze the correlation between the texturing damage resistance coefficient and the texturing effect in historical data, using the texturing damage resistance coefficient as the core criterion. For example, statistically analyze the proportion of texturing effects meeting standards when the texturing damage resistance coefficient is in different value ranges. Divide the grade intervals: Based on the statistical results, divide the texturing damage resistance coefficient into several grade intervals. For example, it can be divided into a low-damage interval (low texturing damage resistance coefficient, concrete is more prone to damage during texturing, and the texturing effect is difficult to meet standards), a medium-damage interval (moderate texturing damage resistance coefficient, medium concrete texturing damage resistance, and the texturing effect is relatively easy to meet standards), and a high-damage interval (high texturing damage resistance coefficient, strong concrete resistance to texturing damage, and the texturing effect is easy to meet standards). Assuming that, based on extensive data analysis, when the roughening resistance coefficient is between 0 and 0.3, the roughening effect compliance rate is below 60%, classifying it as a low-resistance range; between 0.3 and 0.7, the compliance rate is between 60% and 90%, classifying it as a medium-resistance range; and between 0.7 and 1.0, the compliance rate is above 90%, classifying it as a high-resistance range (these values ​​are merely examples and should be determined based on actual data). Establish correction rules: For each grade range, based on historical data regarding the roughening pressure required to achieve the desired roughening effect, establish pressure correction rules. For example, concrete in the low-resistance range is easily damaged; to ensure the roughening effect meets standards, the initial roughening pressure should be reduced by 10% to 15%. Concrete in the medium-resistance range has moderate roughening resistance; the initial roughening pressure can be slightly adjusted, such as within 5% upward or downward. Concrete in the high-resistance range is resistant to damage; the initial roughening pressure can be increased by 5% to 10% (again, the specific adjustment ratio needs to be determined based on actual data). Pressure correction operation: Determine the current grade range of the roughening resistance coefficient, and correct the initial roughening pressure according to the corresponding correction rules to obtain the corrected roughening pressure.

[0086] The beneficial effects of the above technical solution are as follows: By comprehensively testing parameters such as surface roughness, compressive strength, surface defects, and moisture content, and quantifying the impact of each factor on concrete performance through defect coefficient, roughness coefficient, and moisture content coefficient, the actual condition of the original concrete slab is comprehensively and accurately depicted. This lays a solid foundation for the scientific determination of roughening pressure and avoids deviations in roughening effect due to insufficient consideration of a single parameter.

[0087] By collecting data on the roughening construction of different types of concrete to train a regression model, the model is no longer limited to the same type of concrete. This allows the model to learn the correlation between "roughening damage coefficient - equivalent compressive strength - roughening pressure" for various types of concrete. The model can effectively predict the initial roughening pressure in various concrete roughening projects, greatly improving the universality of the technology and reducing the cost of repeatedly adapting the model to different projects.

[0088] Based on historical data on the achievement of roughening effects, the roughening damage resistance coefficient is divided into different grade ranges, and differentiated pressure correction rules are formulated for each range. For example, the pressure is lowered in the low damage resistance range (concrete is easily damaged) and the pressure is raised in the high damage resistance range (concrete is resistant to damage), so that the corrected roughening pressure accurately matches the concrete's damage resistance and further optimizes the roughening effect.

[0089] By verifying the corrected pressure through on-site roughening tests, the pressure is reduced if secondary damage occurs and / or initial damage worsens in the roughened area, and increased if the depth is insufficient, forming a complete closed loop of "prediction-correction-verification-readjustment". This dynamic adjustment mechanism can promptly correct deviations between theoretical calculations and actual on-site conditions, effectively avoiding excessive damage or insufficient depth in roughening, ensuring the quality of roughening construction, and reducing the rework rate.

[0090] Obviously, those skilled in the art can make various modifications and variations to this invention without departing from its spirit and scope. Therefore, if these modifications and variations fall within the scope of the claims of this invention and their equivalents, this invention also intends to include these modifications and variations.

Claims

1. A construction of a basement slab structure steel plate superimposed reinforcement, comprising a primary concrete slab (4) supported on a support structure, characterized in that: Also include: Large plate structure plate reinforcement structure, the large plate structure plate reinforcement structure is connected in the lower part of the original concrete plate (4) and located in the large plate structure plate reinforcement area (1), the large plate structure plate reinforcement area (1) is located in the non-contact area of the original concrete plate (4) lower part with support structure.

2. A construction of a steel plate superimposed reinforcement of a basement large plate structure according to claim 1, characterized in that: The large plate structure plate reinforcement structure comprises: Prefabricated new concrete structure (5), the prefabricated new concrete structure (5) is prefabricated and poured on the upper part of the reinforced steel plate (6), and the upper end of the prefabricated new concrete structure (5) is provided with a notch (10); Reinforced steel plate (6), the reinforced steel plate (6) is placed on the lower part of the prefabricated new concrete structure (5), and the interface connection between the two is further realized by the shear connector; Connecting steel bar (7), the connecting steel bar (7) is placed on the upper part of the reinforced steel plate (6); Mortar layer (8), the mortar layer (8) is placed on the upper surface of the convex part of the prefabricated new concrete structure (5); Cast-in-place new concrete (9), the cast-in-place new concrete (9) is placed at the notch (10); Tensile steel bar (11), the tensile steel bar (11) is partially embedded in the original concrete plate (4), and the tensile steel bar (11) is partially embedded in the cast-in-place new concrete (9).

3. A construction of a steel plate superimposed reinforcement of a ground warehouse large plate structure according to claim 1, characterized in that: The original concrete plate (4) includes the original concrete plate which needs to add load, the original concrete plate which is long-term worn and aged, and the original concrete plate which has construction quality deviation.

4. A construction of a steel plate superimposed reinforcement of a basement large plate structure according to claim 2, characterized in that: The bottom of the original concrete plate (4) and the top of the prefabricated new concrete structure (5) need to be roughened, so that the prefabricated new concrete structure (5) is tightly bonded to the bottom of the original concrete plate (4) through the mortar layer (8); The original concrete plate (4) needs to be drilled and the tensile steel bar (11) is implanted; The connecting steel bar (7) is uniformly arranged and welded on the top of the reinforced steel plate (6); The prefabricated new concrete structure (5) and the reinforced steel plate (6) are temporarily supported on the original concrete plate (4); The cast-in-place new concrete (9) is poured between the prefabricated new concrete structure (5) and the original concrete plate (4) at the notch (10), and the partially exposed connecting steel bar (7) enhances the connection between the cast-in-place new concrete (9) and the prefabricated new concrete structure (5); The prefabricated new concrete structure (5) is prefabricated, and is matched with the reinforced steel plate (6) and the connecting steel bar (7) for prefabricated production in the factory.

5. A construction of a car park slab structure reinforced by overlapping of steel plates according to claim 2, characterized in that: The thickness of the reinforced steel plate (6) needs to be considered according to the bearing capacity calculation result; the arrangement interval of the connecting steel bar (7) needs to be considered according to the shear calculation result; the arrangement of the tensile steel bar (11) needs to be considered according to the bonding force calculation result; The structure of the basement large plate structure steel plate superposition reinforcement is economic and reasonable for different load conditions by modifying parameters.

6. A construction of a steel plate superimposed reinforcement of a basement large plate structure according to claim 2, characterized in that: The support structure comprises: a plurality of large plate structure main beams (2) connected in cross, and a large plate structure column (3) connected at the lower end of the intersection of the large plate structure main beams (2); and the connecting steel bar (7) is a ring-shaped steel bar.

7. The construction method of a structure of a basement slab structure steel plate superimposed reinforcement according to any one of claims 1 to 6, characterized in that: Include: Step a: factory prefabricated steel plate prefabricated plate, connecting steel bar (7) is welded on the reinforcing steel plate (6), when pouring concrete, a certain number of notches (10) are reserved, the notches (10) need to accommodate the embedded steel bars of the original concrete slab (4), and can accommodate a sufficient volume of cast-in-place concrete, so as to ensure the connection strength of the new and old concrete interface; It is necessary to ensure that the connecting steel bars (7) in the notches (10) are exposed from the bottom surface of the concrete by a preset distance; Step b: roughen the surface of the steel plate prefabricated plate and the original concrete slab (4) at the same time, and apply a layer of cement mortar on the protrusions of the steel plate prefabricated plate to increase the tightness of the interface connection; Step c: support the steel plate prefabricated plate on the bottom of the original concrete slab (4) on site; Step d: pour concrete into the notches (10) and the gap between the steel plate prefabricated plate and the bottom of the original concrete slab (4), so that the cast-in-place new concrete (9) is tightly combined with the steel plate prefabricated plate and the bottom of the original concrete slab (4); Step e: after the concrete is cured, remove the support and complete the reinforcement.

8. The construction method of a structure of a steel plate superimposed reinforcement of a ground warehouse large plate according to claim 7, characterized in that: The step b is preceded by an evaluation process, which includes: Step b1: roughen the surface of the steel plate prefabricated plate to be coated with mortar, and obtain the actual surface roughness and actual texture depth of the roughened area of the steel plate prefabricated plate surface, and determine the actual roughness coefficient; Step b2: obtain the interface bonding related parameters of the mortar to be coated and the target mortar coating thickness, the interface bonding related parameters of the mortar to be coated including: actual mortar consistency, actual mortar aggregate gradation coefficient, actual mortar water retention rate coefficient; Step b3: determine the interface bonding potential coefficient based on the actual roughness coefficient and the actual mortar consistency; determine the interface filling coefficient based on the actual mortar aggregate gradation coefficient and the actual mortar water retention rate coefficient; determine the thickness adaptation coefficient based on the target mortar coating thickness and the texture depth of the roughened surface; Step b4: determine the interface adaptation coefficient based on the interface bonding potential coefficient, the interface filling coefficient and the thickness adaptation coefficient; if the interface adaptation coefficient is not within the corresponding preset range, steps b1-b3 are re-executed until the interface adaptation coefficient is within the corresponding preset range.

9. The construction method of a structure of a steel plate superimposed reinforcement of a ground mass plate according to claim 8, characterized in that: The evaluation process further includes: Step b5: determine the first mortar coating speed and the first mortar coating pressure based on the interface adaptation coefficient; Step b6: based on the interface bonding potential coefficient, the interface filling coefficient, the first mortar coating speed, the first mortar coating pressure, and the standard interface early bonding strength of each material, combined with historical construction data and experimental data and machine learning model, the interface early bonding strength after mortar coating is predicted; Step b7: determine the target pressure correction coefficient corresponding to the interface early bonding strength prediction value obtained in step b6 based on the preset interface early bonding strength interval-mortar coating pressure correction coefficient mapping table after mortar coating; Step b8: correct the first mortar coating pressure based on the target pressure correction coefficient to obtain the target mortar coating pressure; correct the first mortar coating speed based on the target mortar coating pressure to obtain the target mortar coating speed.

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