Modular hollow thermal insulation building structure system and construction method thereof

Abstract

The application relates to the technical field of fabricated building, and discloses a modular hollow thermal insulation building structure system and a construction method thereof, which comprises structural module units, a plurality of structural module units are sequentially assembled and post-poured with concrete, and then connected to form an integral building structure; the structural module unit comprises a first unit plate, a tie member, a second unit plate and a positioning connecting member; the first unit plate and the second unit plate are arranged in parallel and at intervals, and a plurality of tie members are arranged between the first unit plate and the second unit plate in an array; the tie member is an S-shaped tie plate member, and the S-shaped tie plate member is fixedly connected to the first unit plate and the second unit plate at the S-shaped plate edges on the two sides; and adjacent two groups of structural module units are positioned and connected to each other through the positioning connecting member. The S-shaped tie plate member is preformed in a factory and is arrayed and connected through post-pouring on site to realize flexible assembly of buildings of any scale, so as to solve the problem that a production line cannot continuously work.

Description

Technical Field

[0001] This invention relates to the field of prefabricated building technology, and in particular, to a modular hollow insulated building structure system and its construction method. Background Technology

[0002] Against the backdrop of the ongoing advancement of new urbanization and rural revitalization strategies, the market demand for self-built houses and low-rise residential buildings is enormous. Traditional self-built houses generally employ a wet construction method involving on-site masonry, formwork, and pouring. While this method is relatively mature in form, it has revealed many drawbacks in practical application: lengthy construction cycles, high dependence on worker skills, and significant fluctuations in project quality; chaotic on-site material cutting and storage, resulting in serious resource waste and environmental pollution; and, due to rising labor costs and fluctuating material prices, making it difficult to accurately control the overall cost of house construction and lacking budget certainty.

[0003] To address the aforementioned issues, prefabricated building technology has been gradually introduced, aiming to improve construction efficiency and quality through factory prefabrication and on-site assembly. However, existing low-rise prefabricated building systems are mostly simple, scaled-down reuses of high-rise steel or concrete structures, and often adopt a customized model of "design based on project, production based on design." This technological approach has led to new technical contradictions in the non-standardized application scenarios of low-rise self-built houses, mainly in the following aspects: 1. Difficulty in achieving economies of scale in production: Low-rise residential buildings are small in scale, and homeowners have strong individual demands for apartment layouts and exterior styles, resulting in different component sizes and specifications for each order. Existing systems often require specialized design and mold customization for specific apartment types, leading to frequent production line changes and making it impossible to achieve continuous, batch, and standardized operations. High mold amortization costs and low production efficiency make prefabricated houses often more expensive than traditional brick-concrete structures, thus losing market competitiveness.

[0004] 2. High supply chain and management complexity: Since the components are all non-standard and customized, the manufacturers need to organize raw material procurement, production planning and logistics scheduling separately for each differentiated order. This not only leads to high supply chain management costs, but also slow response speed, which cannot meet the short cycle and fast delivery requirements of the self-built housing market.

[0005] 3. Limited transportation and logistics radius: Low-rise building projects are scattered, and the demand for individual components is small. Non-standardized giant components lead to low utilization of transportation space, and a single factory cannot economically cover a wide regional market. Excessive transportation distances significantly increase ineffective logistics costs, further weakening the economics of prefabricated technology.

[0006] 4. Difficulty in accumulating and reusing design results: Component systems customized for specific projects often cannot be directly reused in other projects. Each new order means starting design and production from scratch, preventing the effective accumulation and iteration of design results and production process data, thus hindering the continuous optimization and popularization of technology.

[0007] In summary, there is an urgent need in this field for a new building structure system that can break the contradiction between "customized production" and "low-cost demand". It is necessary to transfer the complexity of the production end to the on-site assembly end, and flexibly combine a limited number of standardized modules to create diverse building forms, thereby realizing the mass pre-production of modular units, fundamentally reducing production costs and complexity, and promoting the large-scale application of low-rise prefabricated buildings. Summary of the Invention

[0008] This invention provides a modular hollow insulated building structure system and its construction method. By decoupling non-standard building shapes into a limited number of standardized structural module units, and using S-shaped tie plates prefabricated in the factory, flexible assembly of buildings of any scale can be achieved on site through array arrangement and post-cast connection. This transforms "custom production to order" into "general module combination", solving the technical problems of non-standard components in existing low-rise prefabricated buildings, such as the inability of production lines to operate continuously, high mold amortization costs, and complex logistics management.

[0009] According to one aspect of the present invention, a modular hollow thermal insulation building structure system is provided, comprising structural module units. Multiple structural module units are sequentially assembled and then reinforced with concrete to form an integral building structure. Each structural module unit includes a first unit plate, tie members, a second unit plate, and positioning connectors. The first unit plate and the second unit plate are arranged in parallel at intervals, and multiple tie members are arranged in an array between the first unit plate and the second unit plate. The tie members are S-shaped tie plates, and the S-shaped edges on both sides of the S-shaped tie plates are fixedly connected to the first unit plate and the second unit plate, respectively. Adjacent sets of structural module units are positioned and connected to each other via positioning connectors.

[0010] Furthermore, the structural module unit is a wall panel unit; the S-shaped tie plates are arranged vertically; an insulation layer is also provided between the first unit panel and the second unit panel, and the S-shaped tie plates are embedded in the insulation layer.

[0011] Furthermore, the center-to-center distance between two adjacent S-shaped tie plates is 400mm-900mm.

[0012] Furthermore, the center-to-center distance between two adjacent S-shaped tie plates in the horizontal direction is 600mm-900mm; the center-to-center distance between two adjacent S-shaped tie plates in the vertical direction is 400mm-600mm.

[0013] Furthermore, the S-shaped tie plates in the opening area of ​​the wall panel unit are arranged in a denser pattern. The opening area is within a vertical distance of 500mm from the opening, and the center-to-center distance between two adjacent S-shaped tie plates in the opening area is 350mm-450mm.

[0014] Furthermore, the insulation layer is either segmented and embedded between the S-shaped tie plates, or a whole plate is provided with S-shaped holes for the S-shaped tie plates to pass through.

[0015] Furthermore, the eccentricity of the upper half-arc and / or the lower half-arc (S-wave amplitude) of the S-shaped tie plate is 15mm-30mm, the plate thickness is 1.5mm-3.0mm, the plate width is 25mm-200mm, the S-plate edge length is greater than or equal to 60mm, and the projected length of the vertical projection is 60mm-120mm.

[0016] Furthermore, the total thickness of the wall panel unit is 80mm-180mm.

[0017] Furthermore, the structural module unit is a beam unit; S-shaped tie plates are arranged along the length of the beam unit; multiple S-shaped tie plates are arranged along the length of the beam unit and are arranged close to the two sides of the beam unit in the height or width direction, forming a reserved first installation space for installing the pre-formed beam reinforcement cage. The reinforcement cage is arranged in the first installation space and fixed and positioned by the S-shaped tie plates.

[0018] Furthermore, the center-to-center distance between two adjacent S-shaped tie plates arranged along the length of the beam unit is 400mm-800mm; the distance between the end face of the beam unit and the first S-shaped tie plate is 50mm-200mm.

[0019] Furthermore, when the beam unit is a cantilever beam, the 800mm range of the cantilever end of the cantilever beam is a dense zone, and the center distance between two adjacent S-shaped tie plates in the dense zone is 300mm-400mm.

[0020] Furthermore, the clear distance between the first unit board and the second unit board is 120mm-350mm.

[0021] Furthermore, the eccentricity of the upper half-arc and / or the lower half-arc (S-wave amplitude) of the S-shaped tie plate is 20mm-40mm, the thickness of the S-shaped tie plate is 2mm-4mm, the width is 120mm-350mm, the side length of the S-plate is greater than or equal to 30mm, and the projection length of the vertical projection is 30mm-150mm.

[0022] Furthermore, the structural module unit is a column unit, and there is a unit connecting plate between the first unit plate and the second unit plate. The first unit plate, the second unit plate, and the unit connecting plate together form a U-shaped groove component. S-shaped tie plates are arranged vertically, and multiple S-shaped tie plates are arranged vertically and all S-shaped tie plates are arranged close to the bottom of the groove. A second installation space is reserved between the groove of the U-shaped groove component and the S-shaped tie plates for placing the pre-formed column steel cage.

[0023] Furthermore, the center-to-center distance between two adjacent S-shaped tie plates arranged along the length (vertical) of the column unit is 400mm-800mm; the distance between the end face of the column unit and the first S-shaped tie plate is 50mm-200mm.

[0024] Furthermore, the stirrups at the intersection of the column unit and the S-shaped tie plate are arranged in a staggered manner; optionally, the S-shaped tie plate is finely adjusted by ±50mm at the intersection of the stirrups of the column unit to achieve the staggered arrangement of the S-shaped tie plate and the stirrups at the intersection.

[0025] Furthermore, the S-shaped tie plate has an S-shaped edge length greater than or equal to 60mm; the eccentricity of the upper half-arc and / or the lower half-arc (S-wave amplitude) of the S-shaped tie plate is 15mm-30mm; the plate thickness of the S-shaped tie plate is 2mm-3mm; the width is 120mm-500mm; and the projection length of the vertical projection is 60mm-100mm.

[0026] Furthermore, the groove walls of the U-shaped groove components are arranged at equal depths, or the groove walls of the U-shaped groove components are arranged at unequal depths; two sets of U-shaped groove components are arranged with their grooves facing each other and enclose each other to form an I-shaped column, or the grooves of two sets of U-shaped groove components are arranged in an L-shape and enclose each other to form an L-shaped column, or the grooves of three sets of U-shaped groove components are arranged in a T-shape and enclose each other to form a T-shaped column, or the grooves of four sets of U-shaped groove components are arranged in a cross shape and enclose each other to form a cross-shaped column.

[0027] Furthermore, the S-shaped tie plate is provided with L-shaped anchors on the edge of the S-shaped tie plate, and multiple L-shaped anchors are arranged at intervals along the length direction of the edge of the S-shaped tie plate; the first side of the S-shaped tie plate is anchored and / or welded via L-shaped anchors, and the second side of the S-shaped tie plate is anchored and / or welded via the edge of the S-shaped tie plate; or both sides of the S-shaped tie plate are anchored and / or welded via L-shaped anchors.

[0028] Furthermore, the S-shaped tie plates are made of cold-formed steel plates and stamped steel plates.

[0029] Furthermore, all S-shaped tie plates have the same shape and size; or the S-shaped tie plates have different shapes and sizes; or some S-shaped tie plates have the same shape and size, while some S-shaped tie plates have different shapes and sizes.

[0030] Furthermore, the positioning connector includes a first connecting unit plate, a bracing member, a second connecting unit plate, and an embedded part; the first connecting unit plate and the second connecting unit plate are arranged at intervals, the bracing member is supported between the first connecting unit plate and the second connecting unit plate, and the embedded part is located at the first end of the first connecting unit plate and the second connecting unit plate; the positioning connector is embedded in the base of the corresponding first unit plate or second unit plate via the embedded part, the second ends of the first connecting unit plate and the second connecting unit plate are arranged in an outward cantilevered manner, and the positioning connector on the first connecting unit plate and the positioning connector on the second connecting unit plate are arranged opposite to each other, for insertion or snap-fit ​​connection with the connecting groove to realize the positioning connection between two adjacent structural module units.

[0031] According to another aspect of the present invention, a construction method for a modular hollow insulated building structure system is also provided. The method, employing the aforementioned modular hollow insulated building structure system, includes the following steps: S100, wall and column positioning and installation: Positioning is done by laying out lines on the foundation or the next floor installation surface; wall panel units and column units are hoisted and installed; the wall panel units and column units are inserted into adjacent wall panel units, column units, or beam units via positioning connectors, thereby ensuring the neatness and reliability of the wall panel units and column units at the joints; S200, installing reinforcing bars at the joints of the wall units: A 150mm wide section without insulation is reserved at the connecting edge of the wall units; structural column reinforcing bars are installed at the joints of the wall units; the structural reinforcing bars are prefabricated steel cages and connected via post-cast structural columns; S300, installing columns... Reinforcing bars are used to enclose the slots of multiple column units to form an enclosed space, and a reinforcing cage is installed within the enclosed space; S400, install beam units, install beam units to the top of the corresponding wall panel units and / or column units, and ensure that the positioning connectors of the beam units are snapped into the interior of the wall panel units and / or column units below; S500, install beam unit reinforcing bars, insert the reinforcing cage between the upper and lower tie members of the beam unit, and tie it firmly to the reinforcing cage of the adjacent beam unit; S600, cast-in-place concrete connection, using the installed wall units, beam units and column units as templates, pour concrete for the structural columns, structural columns between wall units and beam members in sequence to complete the connection. After the concrete initially sets, clean the grout at the joints in time to keep the inside and outside of the structure clean until final curing.

[0032] The present invention has the following beneficial effects: 1. It realizes the industrialization, modularization and generalization of the structural system: By setting up independent and fixed-size structural module units, non-standard building forms are decomposed into standardized industrial products. This construction enables the production line to carry out continuous and batch prefabrication without specific building orders; the versatility of the structural module units enables the design results to be accumulated into a reusable product library, realizing the accumulation and iteration of production factors.

[0033] 2. Optimized mechanical properties and material utilization efficiency of components: S-shaped tie plates are used to connect the first unit plate and the second unit plate, forming a stable spatial sandwich structure; the S-shaped tie plates on both sides are fixed to the first and second unit plates on both sides, forming a continuous shear-resistant connection interface, which can effectively transfer the tie force and shear force between the inner and outer plates, constrain the out-of-plane deformation of the first and second unit plates on both sides, and improve the overall stability and bending stiffness of the wall.

[0034] 3. Reduced logistics and transportation costs and on-site construction difficulty: Since the structural module unit is divided into two layers of thin-walled panels and arrayed tie members, it is smaller and lighter than traditional solid precast components or large sandwich wall panels. This lightweight and miniaturized feature significantly improves the loading rate of a single transport and reduces the transportation cost per unit component. During the on-site construction phase, the lightweight components reduce the reliance on large lifting equipment and facilitate manual handling and assembly, enabling the system to adapt to low-rise building application scenarios with varying infrastructure conditions.

[0035] 4. Simplified on-site assembly process and improved construction accuracy: The positioning connectors enable rapid positioning and connection between adjacent structural modules. This dry connection and wet post-pouring process ensures the geometric accuracy of structural assembly, reduces the uncertainty of on-site wet operations, thereby shortening the construction cycle and reducing on-site labor management costs.

[0036] 5. Forming a collaborative post-cast integral load-bearing mechanism: After the assembly of the modular units is completed, concrete is poured into the hollow cavity to form a composite load-bearing component between the precast unit slab and the post-cast core layer. The precast unit slab serves as a formwork that does not need to be removed, and the S-shaped tie plate serves as an interface shear key. Together with the post-cast concrete, they work to jointly bear the vertical and horizontal loads, which not only retains the efficiency advantages of precast assembly, but also ensures the integrity and seismic performance of the final structure.

[0037] In addition to the objectives, features, and advantages described above, the present invention has other objectives, features, and advantages. The invention will now be described in further detail with reference to the figures. Attached Figure Description

[0038] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an undue limitation of the invention. In the drawings: Figure 1 This is a structural schematic diagram of a modular hollow thermal insulation building structure system according to a preferred embodiment of the present invention; Figure 2 This is a structural schematic diagram of a wall panel unit according to a preferred embodiment of the present invention; Figure 3This is a structural schematic diagram of a beam unit according to a preferred embodiment of the present invention; Figure 4 This is a schematic diagram of the column unit of a preferred embodiment of the present invention; Figure 5 This is a schematic diagram of the structure of the tie member according to a preferred embodiment of the present invention; Figure 6 This is a cross-sectional view of a column element according to a preferred embodiment of the present invention, wherein... Figure 6 (a) is a schematic diagram of the equal-walled trench. Figure 6 (b) is a schematic diagram of unequal trench walls; Figure 7 These are schematic diagrams illustrating different assembly structures of the column unit according to a preferred embodiment of the present invention, wherein... Figure 7 (a) is a type I column. Figure 7 (b) is an L-shaped column. Figure 7 (c) is a T-shaped column. Figure 7 (d) is a cross-shaped column; Figure 8 This is a schematic diagram of the positioning connector according to a preferred embodiment of the present invention; Figure 9 This is a schematic diagram of the assembly of the positioning connector according to a preferred embodiment of the present invention.

[0039] Legend: 10. Wall panel unit; 20. Beam unit; 30. Column unit; 100. First unit plate; 200. Tie member; 201. L-shaped anchor; 300. Second unit plate; 400. Positioning connector; 401. First connecting unit plate; 402. Bracing member; 403. Second connecting unit plate; 404. Embedded part; 500. Insulation layer; 600. Unit connecting plate; 700. Structural column; 800. Reinforcing cage. Detailed Implementation

[0040] The embodiments of the present invention will be described in detail below with reference to the accompanying drawings. However, the present invention can be implemented in many different ways as defined and covered below.

[0041] like Figure 1 , Figure 2 , Figure 3 and Figure 4As shown, the modular hollow thermal insulation building structure system of this embodiment includes structural module units. Multiple structural module units are assembled and then reinforced with concrete in sequence to form an overall building structure. The structural module unit includes a first unit plate 100, a tie member 200, a second unit plate 300, and a positioning connector 400. The first unit plate 100 and the second unit plate 300 are arranged in parallel at intervals, and multiple tie members 200 are arranged in an array between the first unit plate 100 and the second unit plate 300. The tie member 200 is an S-shaped tie plate, and the S-shaped edges on both sides of the S-shaped tie plate are fixedly connected to the first unit plate 100 and the second unit plate 300, respectively. Adjacent sets of structural module units are positioned and connected to each other via the positioning connector 400. This invention relates to a modular hollow insulated building structure system. By setting up independent and fixed-size structural module units, non-standard building forms are decomposed into standardized industrial products. This structure enables the production line to carry out continuous and batch prefabrication without being tied to specific building orders, solving the problems of frequent mold switching and low production efficiency caused by differences in individual building units. The versatility of the structural module units allows the design results to be accumulated into a reusable product library, realizing the accumulation and iteration of production factors. S-shaped tie plates are used to connect the first unit plate 100 and the second unit plate 300, forming a stable spatial sandwich structure. The S-shaped tie plates on both sides are fixed to the first unit plate 100 and the second unit plate 300 on both sides, forming a continuous shear-resistant connection interface. This interface can effectively transfer the tie force and shear force between the inner and outer plates, constrain the out-of-plane deformation of the first unit plate 100 and the second unit plate 300 on both sides, and improve the overall stability and bending stiffness of the wall. Alternatively, if used as a wall panel, the hollow structure can reduce the self-weight of the structure while providing continuous space for internal insulation material filling, thus realizing the physical integration of structural load-bearing and insulation functions. Because the structural module unit is divided into two layers of thin-walled panels and arrayed tie rods 200, it is smaller and lighter than traditional solid precast components or large sandwich wall panels. This lightweight and miniaturized feature significantly improves the loading rate of a single transport and reduces the transportation cost per unit component. During the on-site construction phase, the lightweight components reduce the reliance on large lifting equipment, facilitate manual handling and assembly, and enable the system to adapt to low-rise building application scenarios with varying infrastructure conditions. The positioning connectors 400 enable rapid positioning and connection between adjacent structural module units, replacing a large number of formwork, reinforcement, and alignment processes in traditional cast-in-place structures. This dry connection and wet post-casting process ensures the geometric accuracy of structural assembly, reduces the uncertainty of on-site wet operations, thereby shortening the construction cycle and reducing on-site labor management costs.After the modular units are assembled, concrete is poured into the hollow cavity to form a composite load-bearing component between the precast unit panels and the post-cast core layer. The precast unit panels serve as non-removable formwork, and the S-shaped tie plates act as interface shear keys, working in conjunction with the post-cast concrete to jointly bear vertical and horizontal loads. This construction retains the efficiency advantages of precast assembly while ensuring the integrity and seismic performance of the final structure. This invention's modular hollow insulated building structure system, through the synergistic effect of the S-shaped tie plates and positioning connectors 400, constructs a modular hollow system integrating structural load-bearing, thermal insulation, and rapid assembly. This system successfully transforms complex building structural designs into simple, standardized modular combinations, solving the technical problems of high production costs, low transportation efficiency, and high construction difficulty faced by low-rise prefabricated buildings in non-standardized application scenarios. It effectively unifies industrialized construction logic with personalized building needs.

[0042] like Figure 2As shown, in this embodiment, the structural module unit is a wall panel unit 10; the S-shaped tie plates are arranged vertically; an insulation layer 500 is also provided between the first unit panel 100 and the second unit panel 300, and the S-shaped tie plates are embedded in the insulation layer 500. The vertical arrangement and embedding of the S-shaped tie plates in the insulation layer 500 make the insulation layer 500 no longer just an additional structural layer, but closely integrated with the structural load-bearing system; the S-shaped tie plates, as shear-resistant members connecting the first unit panel 100 and the second unit panel 300, are embedded in the insulation layer 500, which can effectively transfer the interface shear force between the two panels when under stress, and at the same time constrain the insulation layer 500 within the structural system, preventing relative displacement, hollowing or falling off of the insulation layer 500 during construction or use, and ensuring the integrity and durability of the insulation structure. The vertically arranged S-shaped tie plates form a continuous tie path along the height of the wall, which can effectively restrain the out-of-plane deformation of the first unit plate 100 and the second unit plate 300, and enhance the stability of the wall in and out of the plane. Under vertical loads, the S-shaped tie plates can evenly transfer the load to the first unit plate 100 and the second unit plate 300 on both sides. Under horizontal loads (such as wind loads and seismic action), the vertical tie members 200 suppress the inter-story displacement of the wall through shear and bending resistance, and improve the lateral stiffness and overall seismic performance of the wall. The insulation layer 500 is sandwiched between the first unit panel 100 and the second unit panel 300, and the S-shaped tie plate is embedded therein, avoiding the thermal bridging effect caused by improper joint treatment in traditional external or infill insulation structures. The vertically arranged tie plate 200 creates local disturbances on the thermal plane, but since it is embedded inside the insulation layer 500 and does not penetrate the insulation layer 500, it will not damage the continuity of the insulation layer 500 and ensure the stability of the overall thermal resistance of the wall. The insulation layer 500 is sandwiched between structural layers to form a "structure-insulation integrated" structure, which reduces the impact of temperature stress on the insulation layer 500 and extends the service life of the insulation system. As a prefabricated component, the wall panel unit 10 has integrated structural ties and insulation layer 500 inside, requiring only assembly and post-cast connection between units on site. The S-shaped tie plates are vertically arranged and prefabricated simultaneously with the insulation layer 500, avoiding secondary laying and fixing of the insulation layer 500 on site, reducing on-site wet work and cross-construction. The positioning connector 400 enables rapid positioning between adjacent wall panel units 10, and combined with the dimensional accuracy of the prefabricated wall panel unit 10 itself, it can effectively control the verticality, flatness and joint tightness of the wall after assembly, improving construction quality and efficiency.The wall panel unit 10 adopts a structure consisting of a double-layer thin-walled unit panel, an intermediate insulation layer 500, and vertical S-shaped tie members 200. This significantly reduces the wall's self-weight while ensuring the overall load-bearing capacity and rigidity. The insulation layer 500, embedded between the structural layers, not only provides thermal insulation but also participates in load-bearing as part of the structural interlayer, improving material utilization efficiency. This allows the wall panel unit 10 to meet structural safety requirements while possessing good transport and installation adaptability, making it particularly suitable for low-rise buildings where reliance on hoisting equipment is low. Through vertically arranged S-shaped tie members embedded within the insulation layer 500, structural tie, thermal insulation, and prefabrication are organically integrated, forming a structural-insulation integrated wall panel unit 10 structure with a clear force transmission path, convenient construction, and stable performance. This effectively solves problems such as the disconnect between the insulation layer 500 and the structural system, significant thermal bridging, complex construction procedures, and insufficient overall integrity in traditional prefabricated walls. It achieves synergistic optimization of structural performance, thermal performance, and construction efficiency in industrialized building production.

[0043] like Figure 2As shown in this embodiment, the center-to-center distance between two adjacent S-shaped tie plates is 400mm-900mm. This optimizes material usage while ensuring the overall stability of the wall, ensuring that the tie plate 200 provides sufficient shear bearing capacity and out-of-plane constraint stiffness with minimal material consumption. When the distance is less than 400mm, the number of tie plates 200 is too large. Although this can further improve the wall stiffness, it will lead to material waste, obstruction of concrete pouring channels, and increased costs. When the distance is greater than 900mm, the number of tie plates 200 is too small. This may cause local buckling or excessive out-of-plane deformation of the two unit plates under lateral loads or concrete lateral pressure, making it impossible to effectively transfer shear force. Setting the spacing between 400mm and 900mm creates a favorable multiple relationship with the building module (such as a 300mm basic module). This modular arrangement allows for the use of standardized molds and positioning fixtures in the production of structural modules, eliminating the need to customize the position of the tie members 200 for different wall panel sizes. This simplifies the production process, improves the automation and efficiency of the production line, and directly solves the problem of high mold amortization costs caused by non-standardized production. The reasonable spacing of the tie members 200 provides smooth flow and compaction space for the subsequent concrete pouring. The 400mm to 900mm spacing avoids problems such as concrete aggregate jamming or the inability to insert vibrators due to overly dense tie members 200. It also prevents the concentration of lateral pressure on localized areas caused by excessive spacing, thus avoiding bulging of the unit panels. This ensures that the subsequent concrete fully encloses the S-shaped tie members, forming a reliable composite stress interface and ensuring the structural integrity of the wall. This spacing range provides an adjustable window, allowing designers to adjust the spacing within this range based on the specific stress conditions of the wall (such as the edges of door and window openings, corners, or areas subjected to significant wind loads). For example, a closer spacing of approximately 400mm can be used in areas with higher stress, while a closer spacing of approximately 900mm can be used in areas with lower stress, thus achieving a precise match between structural performance and a dynamic balance between material costs on a macroscopic level. Limiting the center-to-center distance between two adjacent S-shaped tie plates to 400mm to 900mm is the optimal solution based on a synergistic consideration of structural mechanics, construction technology, and industrialized production. This range ensures the stability and integrity of the wall panel unit 10 under stress while also taking into account the modular requirements of manufacturing and the feasibility of on-site casting, effectively solving problems such as high production costs, construction difficulties, and structural safety hazards caused by unreasonable structural design in existing technologies.

[0044] like Figure 2As shown, in this embodiment, the center-to-center distance between two adjacent S-shaped tie plates in the horizontal direction is 600mm-900mm; the center-to-center distance between two adjacent S-shaped tie plates in the vertical direction is 400mm-600mm. In the stress mechanism of the wall structure, the horizontal direction mainly bears the shear force and bending moment generated by wind load and seismic action, while the vertical direction, in addition to bearing the vertical load, also needs to resist out-of-plane buckling caused by inter-story deformation. Setting the center distance between two adjacent S-shaped tie plates in the horizontal direction to 600mm-900mm can avoid material redundancy caused by excessive density of components while meeting the horizontal shear resistance and stiffness requirements. Setting the center distance between two adjacent S-shaped tie plates in the vertical direction to 400mm-600mm can effectively suppress the out-of-plane deformation of the first unit plate 100 and the second unit plate 300 in the vertical direction by increasing the vertical constraint, thereby enhancing the out-of-plane stability of the wall. This non-uniform array arrangement allows the structural module units to obtain a stiffness distribution that matches the stress characteristics in different directions. Since the S-shaped tie plates are embedded in the insulation layer 500, their arrangement density has a direct impact on the thermal performance of the wall. The relatively increased spacing in the horizontal direction reduces the number of tie plates 200 in the cross-section of the insulation layer 500, reducing the probability of lateral thermal bridging and helping to maintain the continuity of the insulation layer 500. Although the relatively decreased spacing in the vertical direction increases the local tie density, the S-shaped tie plates are vertically continuous, and the heat flow path is concentrated and singular, which can be controlled by taking heat insulation measures in the structure of the tie plates 200 themselves. The denser arrangement in the vertical direction can better constrain the potential slippage of the insulation layer 500 under gravity, prevent the insulation layer 500 from sagging or delaminating in the cavity, and ensure the durability and integrity of the integrated structure-insulation construction. During the post-cast concrete construction process, a reasonable 200mm spacing of tie members is crucial to ensuring the compactness of the concrete. A vertical spacing of 400mm-600mm provides a continuous vertical channel for concrete pouring, which facilitates the downward flow of concrete under gravity and the filling of cavities. At the same time, the dense arrangement of S-shaped tie plates in the vertical direction can effectively resist the lateral pressure during concrete pouring and prevent bulging of the two-layer unit panels. A horizontal spacing of 600mm-900mm provides sufficient operating space for horizontal vibration, avoiding the inability to insert the vibrator or the jamming of concrete aggregate caused by excessively dense tie members. This ensures that the post-cast concrete forms sufficient mechanical interlocking and chemical bonding between the precast unit panels and the S-shaped tie plates, thereby improving the overall load-bearing performance of the composite wall.This spacing range has a good multiple relationship with the 300mm basic module commonly used in architectural design; the horizontal direction of 600mm-900mm (2 to 3 times the module) is easy to align with the width of building bays and door and window openings; the vertical direction of 400mm-600mm (approximately 1.5 to 2 times the module) is easy to match with the height of door and window openings and floor elevations; this modular arrangement allows the position of S-shaped tie plates to be defined in a standardized manner, thereby simplifying mold design and manufacturing, realizing rapid positioning and automated assembly on the production line, effectively reducing the non-standard customization costs caused by differences in individual buildings, and improving the versatility and large-scale production capacity of structural module units. By setting the center-to-center spacing between two adjacent S-shaped tie plates in the horizontal direction to 600mm-900mm and the center-to-center spacing between two adjacent S-shaped tie plates in the vertical direction to 400mm-600mm, a deep synergy between structural stress performance, thermal structure, construction technology and industrialized production is achieved. Under the premise of meeting the stability and integrity of the wall structure, the material utilization efficiency is optimized, the construction quality of post-poured concrete is guaranteed, and the standardization and production efficiency of the product are significantly improved. This solves the technical problems of insufficient structural modularity, high on-site construction difficulty and high production cost in the existing technology.

[0045] like Figure 2As shown, in this embodiment, the S-shaped tie plates in the opening area of ​​the wall panel unit 10 are arranged in a dense pattern. The opening area is within a vertical distance of 500mm from the opening, and the center-to-center distance between two adjacent S-shaped tie plates in the opening area is 350mm-450mm. The opening area is a stress concentration and weak point in the wall structure. Under horizontal loads (such as wind loads and seismic action), the edge of the opening is prone to high shear stress and stress concentration, causing relative slippage or out-of-plane buckling between the first unit plate 100 and the second unit plate 300. By densifying the arrangement of S-shaped tie plates within a vertical distance of 500mm from the opening and reducing the center distance between adjacent S-shaped tie plates to 350mm-450mm, the shear connection density in this area is significantly increased, effectively constraining the out-of-plane deformation of the unit plates on both sides of the opening edge and dispersing the concentrated stress. The mechanism of this local densification is to reduce the shear force borne by a single tie plate 200 by increasing the distribution frequency of the tie plate 200, thereby improving the shear bearing capacity and overall stability of the opening area. The dense arrangement of the tie plates in the opening area works synergistically with the opening structure. The S-shaped tie plates act as shear keys at the interface, forming a continuous constraint band at the edge of the opening, effectively preventing cracking or breakage of the unit plate at the four corners of the opening due to stress concentration. The dense tie plates 200 can more evenly transmit the concentrated force at the edge of the opening, avoiding local stress exceeding the limit due to excessive spacing of the tie plates 200. Since the S-shaped tie plates are embedded in the insulation layer 500, while the dense arrangement enhances the structural constraint, attention must also be paid to protecting the integrity of the insulation layer 500. However, through reasonable spacing control (350mm-450mm), a balance can be achieved between enhancing structural performance and maintaining the continuity of the insulation layer 500. When pouring concrete into the opening area, the geometric abrupt changes at the opening edge make concrete pouring and vibration more difficult. The densely packed S-shaped tie plates provide a higher density of anchor points for the concrete, enhancing the bond strength and mechanical interlocking between the poured concrete and the precast unit panels. The 350mm-450mm spacing ensures that the concrete fully fills and compacts the opening edge, preventing defects such as honeycomb and voids caused by insufficient vibration, thus guaranteeing the structural integrity and durability of the opening area. This dense arrangement integrates the reinforcement measures for the opening area into the production process of the standard wall panel unit 10, eliminating the need for additional reinforcement work on-site and achieving refined and intelligent modular design. By controlling the spacing in the opening area to 350mm-450mm, creating a gradient with the spacing in the regular area, the special stress requirements of the opening area are met while maintaining the standardized production characteristics of the overall wall panel unit 10, improving the product's adaptability to different building layouts and reducing the difficulty and uncertainty of on-site construction.By densifying the arrangement of S-shaped tie plates within a 500mm vertical distance from the opening, and limiting the center-to-center distance between adjacent S-shaped tie plates to 350mm-450mm, the stress and structural challenges of the opening area as a weak point in the structure are precisely addressed. Starting from the local stress mechanism, the constraint and shear resistance of the opening edge are strengthened, coordinating the structural requirements of the insulation layer 500 and the post-cast concrete. Simultaneously, the versatility and adaptability of modular production are considered, achieving an organic unity of structural safety, construction feasibility, and production economy, reflecting the refined design and industrialized manufacturing of prefabricated buildings. Optionally, the insulation layer 500 can be segmented and embedded between the S-shaped tie plates, or a single plate can be formed with S-shaped holes for the S-shaped tie plates to pass through.

[0046] like Figure 2As shown, in this embodiment, the eccentricity (S-amplitude) of the upper and / or lower half-arcs of the S-shaped tie plate is 15mm-30mm, the plate thickness is 1.5mm-3.0mm, the plate width is 25mm-200mm, the side length of the S-plate is greater than or equal to 60mm, and the projected length of the vertical projection is 60mm-120mm. The eccentricity (S-amplitude) of the upper and lower half-arcs of the S-shaped tie plate determines its moment of inertia and bending stiffness. The S-amplitude of 15mm-30mm allows the tie member 200 to transmit the force more evenly to the first unit plate 100 and the second unit plate 300 through the arc-shaped contact surface when subjected to shear force, increasing the effective contact area and improving the interface shear bearing capacity. The arc-shaped geometry generates a certain self-locking effect when subjected to force, enhancing the relative constraint between the two unit plates and suppressing out-of-plane deformation. The thickness of the plate, ranging from 1.5mm to 3.0mm, ensures the bending and shear strength of the tie member 200, preventing plastic deformation or fracture due to insufficient thickness. The plate width, ranging from 25mm to 200mm, allows for adjustment of the width dimension to accommodate wall panel units 10 with different stress requirements. Increasing the width increases the shear area, while decreasing the width helps to reduce the self-weight. Since the S-shaped tie plate is embedded in the insulation layer 500, its geometric dimensions must match the structural requirements of the insulation layer 500. The side length of the S-plate is greater than or equal to 60mm, and the projected length of the vertical projection is 60mm-120mm. This ensures that the tie plate 200 has sufficient embedding depth within the cross-section of the insulation layer 500, which can effectively restrain the displacement of the insulation layer 500 under gravity or temperature stress, and prevent the insulation layer 500 from becoming hollow or falling off. The reasonable setting of the S-wave amplitude (15mm-30mm) allows the tie plate 200 to form a certain space within the insulation layer 500. This avoids insufficient restraint due to too small an amplitude, and also avoids disrupting the continuity of the insulation layer 500 due to too large an amplitude, thus balancing the requirements of structural restraint and thermal performance. The geometry of the S-shaped tie plate (curve shape, plate thickness, plate width, and projected length) directly affects the filling and bonding effect of the post-cast concrete. The curved structure guides the flow of concrete and forms a mechanical interlock during concrete pouring, increasing the contact area between the concrete and the tie plate 200 and improving the interfacial bonding strength. The plate thickness of 1.5mm-3.0mm ensures that the tie plate 200 does not deform during concrete pouring and maintains its geometric accuracy. The plate width of 25mm-200mm provides sufficient anchorage area for the concrete, ensuring that the post-cast concrete can fully wrap the tie plate 200 and form a reliable overlapping interface. The setting of the S-plate edge length and projected length ensures the embedding length of the tie plate 200 in the vertical and horizontal directions, meeting the bond strength requirements between the concrete and the tie plate 200.With S-wave amplitude of 15mm-30mm, plate thickness of 1.5mm-3.0mm, plate width of 25mm-200mm, S-plate edge length ≥60mm, and projected length of 60mm-120mm, these dimensional ranges are consistent with the requirements of building modules and industrialized production. The flexible adjustment of the plate width can accommodate wall panel units 10 with different wall thicknesses and load-bearing levels, realizing product serialization. The reasonable values ​​of S-wave amplitude, plate thickness, and length effectively control the self-weight of the tie member 200 while ensuring structural performance, facilitating transportation and hoisting. The standardized dimensional range is conducive to mold design and reuse, reducing production and manufacturing costs and improving the production efficiency of prefabricated buildings. The S-shaped tie plate has an eccentricity (S-wave amplitude) of 15mm-30mm between the upper and lower halves of the arc, a plate thickness of 1.5mm-3.0mm, a plate width of 25mm-200mm, an S-plate edge length greater than or equal to 60mm, and a vertical projection length of 60mm-120mm. This design is based on a comprehensive optimization of structural stress mechanisms, the collaborative work of the insulation layer 500, concrete pouring technology, and industrial production logic. It enhances the shear bearing capacity and interface constraint of the tie plate 200, ensures its collaborative performance with the insulation layer 500 and the post-poured concrete, and achieves product standardization and lightweighting. It effectively solves multiple technical problems in structural connection, insulation construction, and manufacturing in prefabricated wall structures. Optionally, the total thickness of the wall panel unit 10 is 80mm-180mm.

[0047] like Figure 3As shown, in this embodiment, the structural module unit is a beam unit 20; S-shaped tie plates are arranged along the length direction of the beam unit 20; multiple S-shaped tie plates are arranged along the length direction of the beam unit 20 and are arranged close to the two sides of the beam unit 20 in the height or width direction, forming a reserved first installation space for installing the pre-formed beam reinforcement cage; the reinforcement cage 800 is arranged in the first installation space and fixed and positioned by the S-shaped tie plates. As a horizontal load-bearing component, beam unit 20 needs to transmit vertical and horizontal loads (such as earthquake and wind loads). S-shaped tie plates are arranged along the length of beam unit 20 and close to both sides in the height or width direction. Through mechanical interlocking and interface constraint mechanism, the first unit plate 100 (or precast beam side plate), the second unit plate 300 (or another precast beam side plate) and the post-cast concrete (or beam body) are connected as a whole. The tie plates 200 arranged close to both sides increase the effective shear area of ​​the beam section. When subjected to bending, they help to transmit tensile and compressive forces. When subjected to shear, they disperse shear stress, avoid stress concentration, and improve the bending bearing capacity, shear bearing capacity and out-of-plane stability of beam unit 20. The S-shaped tie plates form the first installation space, providing a reserved area for the reinforcing cage 800. The arc-shaped structure of the tie plate 200 can secure or limit the longitudinal reinforcing bars and stirrups of the reinforcing cage 800, preventing the reinforcing cage 800 from shifting during hoisting and pouring. The arrangement along the length and on both sides allows the reinforcing cage 800 to be quickly aligned during installation through the spacing of the tie plates 200, reducing on-site measurement and adjustment procedures and improving the accuracy and efficiency of prefabricated construction. The S-shaped tie plates are embedded between the precast side plates of the beam unit 20. During the subsequent concrete pouring, the tie plate 200 acts as an interface anchor between the concrete and the precast slab, increasing the contact area between the concrete and the precast slab. Through the dual action of "mechanical interlocking and chemical bonding", it improves the interface shear strength and integrity of the composite beam. The tie plates 200 arranged near the sides can also restrain the lateral deformation of the concrete, prevent bulging of the formwork during pouring, and ensure the dimensional accuracy of the beam section. The arrangement of S-shaped tie plates along the length of beam unit 20 matches the span module of the beam, enabling the precast side plates, tie plates 200, and reinforcing cage 800 of beam unit 20 to form a standardized module. During production, tie plates 200 can be positioned using a unified mold, requiring only modular assembly on-site, reducing non-standard customization costs and improving industrial production efficiency and product versatility. The structural design, with S-shaped tie plates arranged along the length of beam unit 20 and near both sides in the height or width direction to form the first installation space, optimizes the bending, shear, and overall stability of beam unit 20. The mechanical clamping of tie plates 200 enables precise positioning and efficient installation of the reinforcing cage 800. Interface anchoring enhances the concrete bonding performance of the composite beam, and the modular arrangement adapts to the industrial needs of prefabricated production. This solves the precision control problem of assembling precast beams and reinforcing cage 800, improves the overall structural performance and construction efficiency, and realizes the integration of "structure-construction-process" in prefabricated buildings.

[0048] like Figure 3As shown, in this embodiment, the center-to-center distance between two adjacent S-shaped tie plates arranged along the length of beam unit 20 is 400mm-800mm; the distance between the end face of beam unit 20 and the first S-shaped tie plate is 50mm-200mm. The center-to-center distance between two adjacent S-shaped tie plates arranged along the length of beam unit 20 is 400mm-800mm. This distance range achieves reasonable optimization of material distribution while ensuring the integrity of the structure. When beam unit 20 is subjected to vertical and horizontal loads, the S-shaped tie plates, as interface shear connectors, can effectively disperse and transfer inter-story shear force through this spacing arrangement, avoiding local stress concentration. The appropriate spacing ensures that a continuous and uniform shear connection is formed between the precast side plate and the post-cast concrete, improving the overall bending and shear bearing capacity of the composite beam. The distance between the end face of beam unit 20 and the first S-shaped tie plate is 50mm-200mm. The mechanism of this end-end distance is to balance the end constraint and assembly process requirements. At the end of beam unit 20, due to the abrupt change in geometry, if the tie plate 200 is too close to the end, local stress concentration is likely to occur under stress, and it is not conducive to the sealing and waterproofing of the end. If the distance is too large, it will weaken the connection stiffness of the end area. The distance of 50mm-200mm provides a certain structural transition space for the end, and can also form an effective constraint on the area through the arrangement of subsequent tie plates 200. This distance range can absorb the dimensional deviations generated during the production and transportation of precast beam unit 20, which is convenient for precise docking and installation on site. The spacing (400mm-800mm) and end distance (50mm-200mm) of the tie members 200 along the length of beam unit 20 jointly define the boundary and internal clearance of the first installation space. This first installation space provides sufficient longitudinal channels for the layout of the precast beam reinforcement cage 800, and the spacing avoids interference of the tie members 200 with the longitudinal main reinforcement of the reinforcement cage 800, ensuring the positioning accuracy of the reinforcement cage 800. In the subsequent post-concrete pouring process, the coordination of this spacing and end distance ensures that the concrete can flow smoothly and fill the beam end and the gap of the tie members 200. The tie members 200, as the guide and anchor point for the concrete flow, can effectively prevent grout leakage or voids during concrete pouring, ensuring the compactness of the beam end and the interface bonding quality. The numerical range of the center-to-center spacing (400mm-800mm) along the length direction and the distance from the end face to the first tie member 200 (50mm-200mm) has good compatibility with the modular system commonly used in building structures. This allows the beam unit 20 to achieve precise placement of S-shaped tie plates during factory prefabrication using standardized molds and positioning devices, reducing the proportion of non-standard components. On the construction site, the standardized spacing and end distance facilitate modular assembly and hoisting, improving the mechanization and automation level of prefabricated building construction.By setting the center-to-center spacing between two adjacent S-shaped tie plates arranged along the length of beam unit 20 to 400mm-800mm, and setting the distance between the end face of beam unit 20 and the first S-shaped tie plate to 50mm-200mm, the interface shear resistance and overall bearing capacity of the beam are optimized. From the perspective of construction technology, the end transition, the layout of the 800mm steel cage and the quality of concrete pouring are coordinated. From the perspective of production and construction, it meets the needs of modular design and industrialized production, and effectively improves the structural reliability, assembly accuracy and construction efficiency of beam unit 20.

[0049] like Figure 3As shown in this embodiment, when beam unit 20 is a cantilever beam, the 800mm range of the cantilever end of the cantilever beam is a reinforced zone, and the center-to-center distance between two adjacent S-shaped tie plates in the reinforced zone is 300mm-400mm. The cantilever end of the cantilever beam is a free and unsupported area. Under the action of vertical loads (such as floor loads and additional loads), the cantilever end will generate a large negative bending moment and shear stress, and the stress gradually decreases along the cantilever length towards the root. By setting the 800mm range of the cantilever end as a reinforced zone, and reducing the center-to-center distance between two adjacent S-shaped tie plates in the reinforced zone to 300mm-400mm, the out-of-plane deformation of the unit plates (or precast beam side plates) on both sides of the cantilever end can be effectively constrained by increasing the shear connection density, and the concentrated stress can be dispersed. The reinforced S-shaped tie plates, as interface shear keys, can improve the local shear bearing capacity of the cantilever end and assist in transmitting the tensile force generated by the negative bending moment, avoiding cracking or deformation exceeding the limit at the cantilever end due to stress concentration. The cantilever end of a cantilever beam exhibits geometrical abrupt changes and free-end effects. Without reinforcement measures, excessive deflection or crack propagation can easily affect structural performance. The S-shaped tie plates in the reinforced zone form a continuous shear constraint band at the cantilever end through mechanical interlocking and interface constraints, limiting the relative slippage and out-of-plane buckling of the unit plates. The 300mm-400mm spacing ensures that the tie plate 200 provides segment-by-segment constraint to the cantilever end, avoiding local constraint failure due to excessive spacing. The synergistic effect of the tie plate 200 and the post-cast concrete can improve the integrity and durability of the cantilever end and inhibit the generation and propagation of cracks. The denser arrangement of the tie plates within 800mm of the cantilever end provides more concentrated anchorage points for the subsequent concrete pouring. During concrete pouring, the denser S-shaped tie plates guide the concrete flow, ensuring it fully fills the gaps at the cantilever end and preventing defects such as honeycomb and voids caused by insufficient vibration. The denser arrangement of the tie plates 200 enhances the interfacial bond strength between the concrete and the precast slab, ensuring the structural integrity of the cantilever end and preventing a decrease in load-bearing capacity due to interface separation. The range of the denser zone (within 800mm of the cantilever end) and the spacing of the tie plates 200 (300mm-400mm) are matched with the stress attenuation law of the cantilever beam (stress decreases along the cantilever length towards the root). Through the design of "local density and gradient transition," the performance of the critical area (cantilever end) is enhanced while avoiding material waste caused by excessive density of the entire beam. This parameter system can be adapted to the modular production of cantilever beams (such as span and load rating), improving the industrial production efficiency and product applicability of prefabricated cantilever beams.To address the stress characteristics of the cantilever end of a cantilever beam, an 800mm-wide reinforced zone was established at the cantilever end, and the center-to-center spacing of adjacent S-shaped tie plates within the reinforced zone was controlled at 300mm-400mm. This approach achieves a balance between improving the structural performance and optimizing construction efficiency at the cantilever end of the cantilever beam from three dimensions: stress mechanism (strengthening local shear resistance and transferring negative bending moment), structural synergy (suppressing deformation and cracks and ensuring concrete density), and industrial design (modular adaptation). It not only solves the technical problems of stress concentration and excessive deformation at the cantilever end, but also ensures the feasibility and reliability of the prefabricated structure through meticulous reinforcement.

[0050] like Figure 3As shown, in this embodiment, the eccentricity of the upper half-arc and / or the lower half-arc (S-amplitude) of the S-shaped tie plate is 20mm-40mm, the thickness of the S-shaped tie plate is 2mm-4mm, the width is 120mm-350mm, the side length of the S-plate is greater than or equal to 30mm, and the projection length of the vertical projection is 30mm-150mm. Optionally, the net spatial distance between the first unit plate 100 and the second unit plate 300 is 120mm-350mm. The eccentricity (S-amplitude) of the upper and lower half-arcs of the S-shaped tie plate determines its moment of inertia and bending stiffness. The S-amplitude of 20mm-40mm allows the tie plate 200 to transmit force more evenly to the first unit plate 100 and the second unit plate 300 through the arc-shaped contact surface when subjected to shear force, increasing the effective contact area and improving the interface shear bearing capacity. The arc-shaped geometry generates a certain self-locking effect when under stress, enhancing the relative constraint between the two unit plates and suppressing out-of-plane deformation. The plate thickness of 2mm-4mm ensures the bending and shear strength of the tie plate 200 itself, avoiding plastic deformation or fracture due to insufficient thickness. The width of 120mm-350mm can be adjusted in the width direction to adapt to wall panel units 10 with different stress requirements. Increasing the width can increase the shear area, while decreasing the width can reduce the self-weight. The clear distance between the first unit plate 100 and the second unit plate 300 is 120mm-350mm. This clear distance range is matched with the width (120mm-350mm) and projected length (30mm-150mm) of the S-shaped tie plate. The clear distance of 120mm-350mm ensures that the S-shaped tie plate has sufficient embedding depth between the first unit plate 100 and the second unit plate 300, which can effectively constrain the displacement of the structural layer under gravity or temperature stress. The combination of the S-plate edge length (≥30mm) and the projected length (30mm-150mm) enables the tie member 200 to form a stable "anchoring-constraint" system in the interlayer space, balancing the structural constraints and the requirements of thermal or structural performance. The geometry of the S-shaped tie plate (curve shape, plate thickness, plate width, and projected length) directly affects the filling and bonding effect of the post-cast concrete. The curved structure guides the flow of concrete and forms a mechanical interlock during concrete pouring, increasing the contact area between the concrete and the tie plate 200 and improving the interfacial bonding strength. The plate thickness of 2mm-4mm ensures that the tie plate 200 does not deform during concrete pouring and maintains its geometric accuracy. The width of 120mm-350mm provides sufficient anchorage area for the concrete, ensuring that the post-cast concrete can fully wrap the tie plate 200 and form a reliable overlapping interface. The setting of the S-plate edge length and projected length ensures the embedding length of the tie plate 200 in the vertical and horizontal directions, meeting the bond strength requirements between the concrete and the tie plate 200.The S-wave amplitude (20mm-40mm), plate thickness (2mm-4mm), width (120mm-350mm), S-plate edge length (≥30mm), and projected length (30mm-150mm) of the S-shaped tie plate, together with the clear distance (120mm-350mm) between the first unit plate 100 and the second unit plate 300, constitute a parametric adaptation system. This system can be matched with the floor height, wall plate thickness, and load level of different building structures, which facilitates the use of standardized molds for prefabrication in the factory and the on-site adaptation to different project requirements through parameter combination, thereby improving the efficiency of industrialized production and the versatility of components. By setting the parameters of S-wave amplitude, plate thickness, width, S-plate edge length, projected length, and the clear distance between the first unit plate 100 and the second unit plate 300 of the S-shaped tie plate, the interface shear resistance and constraint performance are optimized from the perspective of structural mechanics. This enables collaborative work with inter-layer space, structural layer and post-cast concrete. From an industrialization perspective, it supports modular and standardized production. Ultimately, while improving the overall integrity and durability of prefabricated building structures, it also takes into account construction efficiency and component compatibility. The combination of these technical features forms an effective technical means for the node connection of prefabricated wall (or beam unit) and solves the problems of easy slippage, insufficient constraint and low construction accuracy of traditional connection nodes.

[0051] like Figure 4As shown, in this embodiment, the structural module unit is a column unit 30. A unit connecting plate 600 is provided between the first unit plate 100 and the second unit plate 300. The first unit plate 100, the second unit plate 300 and the unit connecting plate 600 enclose a U-shaped groove component. S-shaped tie plates are arranged vertically, and multiple S-shaped tie plates are arranged vertically and all S-shaped tie plates are arranged close to the bottom of the groove. A second installation space is reserved between the groove of the U-shaped groove component and the S-shaped tie plates for placing the pre-formed column steel cage. As a vertical load-bearing component, column unit 30 needs to withstand axial pressure, bending moment, and shear force. The U-shaped groove component formed by the first unit plate 100, the second unit plate 300, and the unit connecting plate 600 forms an open section through the synergistic effect of the side plates and the bottom connecting plate, which significantly improves the moment of inertia and bending stiffness of the section. The S-shaped tie plate is arranged vertically and close to the bottom of the groove, which is equivalent to setting continuous lateral constraint points at the bottom of the U-shaped groove. Through mechanical interlocking and interface friction mechanism, the side unit plates and the unit connecting plate 600 are connected as a whole, effectively constraining the out-of-plane deformation of the U-shaped groove and preventing local buckling under axial compression or eccentric load, thereby improving the overall compressive bearing capacity and lateral stiffness of column unit 30. The second installation space reserved between the U-shaped groove component and the S-shaped tie plate provides a dedicated area for the pre-formed column reinforcement cage. The vertical arrangement of the S-shaped tie plate near the bottom of the groove places the second installation space in the upper middle part of the column section, matching the conventional arrangement of the column longitudinal reinforcement (avoiding the stress concentration area at the bottom). Through the limiting effect of the S-shaped tie plate, this second installation space can accurately fix the position of the longitudinal main reinforcement and stirrups of the reinforcement cage 800, preventing the reinforcement cage 800 from shifting or deforming during hoisting and pouring. At the same time, it reduces the on-site reinforcement binding process and improves the accuracy and efficiency of prefabricated construction. The S-shaped tie plate serves as the interface connection medium between the precast U-shaped groove component and the post-cast concrete. Its arrangement near the bottom of the groove increases the contact area between the concrete and the precast slab. During the post-cast concrete pouring, the S-shaped tie plate connects the precast unit slab and the post-cast core concrete into a whole through mechanical interlocking and chemical bonding, improving the interface shear strength and integrity of the composite column. The opening design of the U-shaped groove facilitates concrete flow and vibration, ensuring dense filling of the concrete in the second installation space, avoiding voids or honeycomb defects, and guaranteeing the durability of the column structure. The structural form of the U-shaped groove component (the enclosure of the first unit slab 100, the second unit slab, and the unit connecting plate 600) and the vertical arrangement of the S-shaped tie plate can be coordinated with the building modular system (such as the 300mm basic module). By adjusting the width of the unit slab and the spacing of the S-shaped tie plate, it is possible to quickly adapt to the requirements of column units 30 with different cross-sectional dimensions (such as rectangular and square), realizing standardized mold production. For example, by fixing the width of the unit connecting plate 600 and adjusting only the distance between the first unit plate 100 and the second unit plate 300, a variety of column cross-section specifications can be derived, reducing the cost of non-standard customization and improving the efficiency of industrial production.The S-shaped tie plates are positioned close to the bottom of the groove, avoiding encroachment on the space of the steel cage 800 in the middle of the column section, and enhancing the stability of the U-shaped groove through bottom constraint. The reserved second installation space allows the installation of the steel cage 800 and concrete pouring to form a continuous operation, reducing interference from cross-construction. The opening orientation of the U-shaped groove component facilitates on-site observation and quality inspection, improving the controllability and safety of the construction process. The U-shaped groove component is formed by the first unit plate 100, the second unit plate 300 and the unit connecting plate 600, combined with the S-shaped tie plates positioned vertically close to the bottom of the groove and the reserved second installation space, achieving deep synergy between the structural performance of the column unit 30 and prefabricated construction. This optimizes the column's compressive, bending and shear resistance, ensures the precise positioning and efficient installation of the steel cage 800 from the assembly process, supports modular and standardized design, and effectively solves the technical problems of complex on-site construction, difficulty in controlling precision and low industrial production efficiency of traditional column components. It embodies the integration of "structure-construction-process" in prefabricated buildings.

[0052] like Figure 4As shown, in this embodiment, the center-to-center distance between two adjacent S-shaped tie plates arranged along the length (vertical) of the column unit 30 is 400mm-800mm; the distance between the end face of the column unit 30 and the first S-shaped tie plate is 50mm-200mm. The center-to-center distance between two adjacent S-shaped tie plates is controlled between 400mm and 800mm, which is an optimized range that comprehensively considers the vertical stiffness of the column and the economy of materials. Within this distance range, the S-shaped tie plates can effectively transfer and disperse the lateral forces (such as the lateral pressure during concrete pouring or the shear force generated by horizontal seismic action) on both sides of the U-shaped groove member segment by segment, avoiding the loss of control of local deformation of a single plate due to excessive spacing, and also preventing material redundancy and increased self-weight due to excessive spacing. This ensures that the shear flow in the section of the column unit 30 is evenly distributed when it is subjected to vertical and horizontal loads, thereby improving the overall stability. The distance between the end face of column unit 30 and the first S-shaped tie plate is set at 50mm to 200mm, which solves the problems of stress concentration at the end and ease of construction. The column end is usually a critical part connecting with the foundation, beam or other nodes. Maintaining a certain distance can prevent the force of the S-shaped tie plate from acting directly on the most unfavorable section of the column end, avoiding local stress peaks. This gap also provides operating space for the support of the end formwork, venting during concrete pouring, and subsequent joint treatment, preventing the risk of warping or cracking due to excessive end restraint. During the concrete pouring stage of column unit 30, the vertical spacing of 400mm-800mm can ensure that the lateral pressure of the fresh concrete on the inner wall of the U-shaped channel is effectively resisted by the tie plate, preventing bulging of the formwork; while the end distance of 50mm-200mm avoids grout leakage or misalignment caused by stress concentration at the joint between the column end and the formwork, ensuring the dimensional accuracy and appearance quality of the precast components during the factory production stage. The spacing and end distance settings provide an interference-free vertical passage for placing the pre-formed column reinforcement cage within the second installation space. The design of the S-shaped tie plates, which are not densely packed and have open ends, allows the reinforcement cage 800 to pass smoothly during hoisting and lowering without needing to avoid the tie plates 200, thus improving on-site assembly efficiency. The spacing parameters divide the column unit 30 into several standardized modular segments, facilitating assembly line production in the factory and providing a benchmark for alignment and correction during on-site installation, which is conducive to achieving the standardization and modularization goals of building industrialization.The center-to-center spacing between two adjacent S-shaped tie plates arranged along the length (vertical) of column unit 30 is 400mm-800mm, and the distance between the end face of column unit 30 and the first S-shaped tie plate is 50mm-200mm. By optimizing the transmission path of lateral forces, local deformation and end stress concentration of the component under stress are effectively prevented, thereby improving the structural stability and lateral stiffness of column unit 30. These dimensional parameters are well coordinated and adapted with the concrete pouring process and the 800mm steel cage assembly process, ensuring the production accuracy of precast components and the efficiency of on-site construction, and reflecting the organic unity between structural design, process implementation and industrialized production.

[0053] like Figure 4As shown, in this embodiment, the stirrup intersection of the column unit 30 and the S-shaped tie plate are arranged in a staggered manner. Optionally, the S-shaped tie plate is finely adjusted by ±50mm at the stirrup intersection of the column unit 30 to achieve the staggered arrangement of the S-shaped tie plate and the stirrup intersection. In the design of the prefabricated column unit 30, the prefabricated component usually needs to simultaneously arrange the prefabricated column reinforcement cage (including longitudinal bars and stirrups) and the S-shaped tie plate. The stirrup intersection (i.e., the right-angle bend or intersection of the stirrups) is the area with the greatest stiffness and the most complex space occupation in the reinforcement cage. If the S-shaped tie plate and the stirrup intersection are directly opposite each other, they will physically interfere with each other in space. By setting the stirrup intersection and the S-shaped tie plate to be staggered and allowing fine adjustments within ±50mm in the design, space is provided for the stirrup intersection of the reinforcement cage 800, ensuring the smooth installation and precise positioning of the reinforcement cage 800 in the prefabricated cavity. The ±50mm fine-tuning range provides a certain degree of tolerance and adjustment capability during on-site construction or factory prefabrication. Even if there are minor dimensional deviations in the prefabricated components during production, or slight errors in the processing of the rebar cage 800, the position of the S-shaped tie plate can still be finely adjusted to ensure that the stirrup intersection completely avoids the tie plate 200. This ensures that the design position of the rebar cage 800 within the column section is not disrupted, maintaining the accuracy of the protective layer thickness and rebar spacing. When the stirrup intersection is misaligned with the S-shaped tie plate, the S-shaped tie plate mainly bears the lateral tensile and shear forces connecting the two sides of the U-shaped groove component, while the stirrups mainly bear the circumferential constraint and shear resistance of the column. The two do not interfere with each other in space, each exerting its mechanical properties, avoiding changes in the force path or local stress concentration caused by spatial conflicts. This ensures that the force transmission path of the column unit 30 is clear and reasonable when bearing axial and horizontal loads, improving the overall structural coordination capability. The staggered arrangement and fine-tuning mechanism eliminates the need for extremely high precision control when hoisting the 800mm steel cage on site. Construction personnel can make fine adjustments after confirming the position by observation or simple measurement, reducing the difficulty of construction and the reliance on proficiency. During the factory prefabrication stage, fine-tuning of the position of the S-shaped tie plate is allowed, which can effectively absorb the dimensional fluctuations caused by mold errors and material shrinkage, reduce the scrapping of components due to minor deviations, and improve production efficiency and yield.

[0054] like Figure 4As shown, in this embodiment, the S-shaped tie plate has an S-shaped edge length greater than or equal to 60mm; the eccentricity of the upper half-arc and / or the eccentricity of the lower half-arc (S-wave amplitude) of the S-shaped tie plate is 15mm-30mm; the plate thickness of the S-shaped tie plate is 2mm-3mm; the width is 120mm-500mm; and the projection length of the vertical projection is 60mm-100mm. The two S-shaped tie plates are fixedly connected to the inner sides of the first unit plate 100 and the second unit plate, respectively. The length of the S-shaped tie plate is greater than or equal to 60mm. This dimension directly determines the effective working length of the connection weld (or bolting). The column unit 30 is subjected to lateral pressure during concrete pouring and axial pressure and horizontal shear force in the later stage. The tie plate 200 needs to transfer the tensile / shear force to the two unit plates through the S-shaped tie plate. The S-shaped tie plate length of greater than or equal to 60mm can ensure that the length of the fillet weld is not less than the minimum weld length requirement of the current standard, avoiding shear or peeling damage due to excessively short welds. If it is a bolting connection, it can also provide sufficient anchor hole distance and bolt clamping force. This parameter ensures that the U-shaped groove component maintains geometric stability throughout the entire process of manufacturing, transportation, hoisting and pouring, and does not open or shift. The eccentricity (S-amplitude) between the upper and lower half-arcs of the S-shaped tie plate is 15mm-30mm. This amplitude causes the tie plate 200 to form an S-shaped bend, increasing its out-of-plane moment of inertia and bending stiffness. The S-shaped tie plate in column unit 30 mainly bears: the out-of-plane shear force caused by the lateral pressure of concrete pouring, and the tensile and compressive forces generated by the relative displacement tendency of the unit plates on both sides when the column is bent. The 15mm-30mm S-amplitude avoids the tie plate 200 from being too flat and having insufficient bending stiffness, making it easy to buckle under lateral pressure, while also avoiding the tie plate 200 from being too flat and encroaching on the second installation space or interfering with the column longitudinal reinforcement. With a plate thickness of 2mm-3mm (such as Q235 or Q355 cold-formed thin plate), the tie plate 200 has sufficient section modulus to resist the design load while having a relatively light self-weight, and does not lose its connection function due to premature yielding or buckling. The width of the S-shaped tie plate is 120mm-500mm, which matches the internal clear distance between the first unit plate 100 and the second unit plate 300 in the U-shaped groove component. The graded setting of the width from 120mm to 500mm (such as 200mm, 300mm, 400mm, and 500mm according to the 100mm module) allows the same specification of S-shaped tie plate to correspond to column units 30 with different cross-sectional dimensions. Only the corresponding width specification needs to be selected according to the column width, without the need to develop non-standard parts separately for each type of building. The vertical projection length of 60mm-100mm is the horizontal projection dimension of the S-shaped part along the width direction of the column cross-section, ensuring that the S-shaped part can completely connect the unit plates on both sides within the column width range, while not blocking the second installation space, which facilitates the placement of the steel cage 800 and the flow of concrete.The S-shaped tie plate is laid near the bottom of the groove (unit connecting plate 600). Its S-wave amplitude, plate thickness, width and projected length together define the second installation space reserved between the groove and the S-shaped tie plate. This second installation space needs to accommodate the formed column steel cage 800 and ensure that the net width of the second installation space is equal to the net distance inside the U-shaped groove. The S-shaped component has sufficient spacing to accommodate the number and diameter of longitudinal reinforcement bars. The S-shaped tie plate does not extend into the 800mm envelope of the reinforcing cage, and the ±50mm misalignment at the intersection with the stirrups creates spatial synergy, completely eliminating spatial conflicts between the tie plate 200 and the stirrups. In the post-concrete pouring stage, the S-shaped arc surface can promote concrete flow and air release. The 2mm-3mm plate thickness and surface treatment (such as embossing or perforation) can improve the mechanical interlocking force between the concrete and the tie plate 200, and enhance the joint working performance of the precast U-shaped channel and the post-poured core concrete.

[0055] like Figure 4 , Figure 6 and Figure 7As shown, in this embodiment, the groove walls of the U-shaped groove members are arranged at equal depths, or the groove walls of the U-shaped groove members are arranged at unequal depths; two sets of U-shaped groove members are arranged with their grooves facing each other and enclose to form an I-shaped column, or two sets of U-shaped groove members are arranged with their grooves in an L-shape and enclose to form an L-shaped column, or three sets of U-shaped groove members are arranged with their grooves in a T-shape and enclose to form a T-shaped column, or four sets of U-shaped groove members are arranged with their grooves in a cross shape and enclose to form a cross-shaped column. The groove walls of the U-shaped groove members are arranged at equal or unequal depths to adapt to the stress requirements and structural details of different column cross sections. When the groove walls are at equal depths, the moment of inertia of the U-shaped groove members is uniformly distributed along the height direction, which is suitable for column units 30 under axial compression or small eccentric compression (such as the core section of an I-shaped column), ensuring that the cross-sectional stiffness of the column is uniform under vertical loads and avoiding stress concentration caused by sudden changes in local stiffness. When the groove walls have unequal depths, the height difference between the groove walls can be adjusted to accommodate the amplification requirements of the column ends (such as beam-column joint areas) (e.g., the column base needs higher stiffness to resist bending moments), or to enhance the local torsional stiffness in the corner areas of irregularly shaped columns (such as L-shaped and T-shaped columns). By directionally adjusting the cross-sectional stiffness, the mechanical properties of the column in different stress areas are optimized, while also accommodating the complex structural requirements of the joint area. Two or more sets of U-shaped groove components are matched and enclosed to achieve standardized assembly of I-shaped, L-shaped, T-shaped, and cross-shaped columns. For I-shaped columns, two sets of U-shaped groove components are symmetrically arranged along the axis, with the grooves relatively enclosing each other to form a double-axis symmetrical section. This is suitable for load-bearing columns in the main axis direction of the building. This combination method maximizes the moment of inertia of the symmetrical section, improving the column's bending capacity and lateral stiffness, and meeting the stress efficiency requirements of regular columns. L-shaped columns consist of two sets of U-shaped groove members matched at a 90° angle to form an L-shaped cross-section. Suitable for load-bearing columns at building corners and edges, this combination reduces the need for separate prefabrication of small columns at corners through spatial adaptation of irregular cross-sections. It utilizes industrially produced U-shaped components to achieve the function of a corner column. Simultaneously, the moment of inertia of the L-shaped cross-section is differentially distributed in two orthogonal directions, adapting to the bidirectional stress characteristics of the corner area. T-shaped columns consist of three sets of U-shaped groove members arranged in a T-shaped topology to form a T-shaped cross-section. Suitable for load-bearing columns in the middle flange and beam-column rigid connection zones of buildings. The moment of inertia of the T-shaped cross-section differs in the principal direction and flange direction. Through directional stiffness reinforcement, it meets the bending or shear requirements in the flange direction. Furthermore, the combination of the three sets of components enables the prefabrication and separation of the flange and web. The cross-shaped column consists of four sets of U-shaped slotted components arranged in a cross-shaped topology to form a cross-shaped cross section. It is suitable for load-bearing columns in building core tubes and multi-directional stress nodes. The moment of inertia of the cross-shaped cross section is evenly distributed in four orthogonal directions. Through omnidirectional stiffness balance, it meets the lateral resistance requirements of the core tube column under multi-directional horizontal loads. At the same time, the combination of the four sets of U-shaped components realizes the standardized prefabrication and assembly of complex cross sections.U-shaped slot components, as standardized prefabricated units, achieve the transformation from "single component type to multiple column cross-sectional shapes" through flexible design of slot wall depth (equal or unequal depth) and topological combinations of slot openings (I, L, T, cross). Only molded production of U-shaped slot components is required; by adjusting the slot wall depth and combination method, the manufacturing of I, L, T, and cross-shaped columns can be covered, reducing the types of molds and production costs. Pre-set slot matching relationships (such as 90° for L-shapes, 180° / 90° for T-shapes, and 90° orthogonal for cross-shapes) enable rapid assembly of column units 30, reducing on-site cutting and welding operations. Different combined cross-sectional shapes, through the directional distribution of moments of inertia, adapt to the stress requirements of different locations in the building structure (such as I-shape for main axis columns, L-shape for corner columns, and cross-shape for core tube columns), improving the overall mechanical efficiency and economy of the structure. Traditional irregular-shaped columns (L, T, cross-shaped) require customized molds and on-site assembly due to their irregular cross-sections, resulting in low production efficiency and difficulty in controlling precision. This invention solves the technical problems of "diverse molds, complex assembly, and loss of precision" in the prefabrication of irregular columns by standardizing the design of U-shaped slot components (only one basic unit of U-shape), combined with adjustable slot wall depth and slot topology matching, and transforms irregular columns into a combination of standard U-shaped parts. It achieves the unity of industrialized production, assembly construction and mechanical performance optimization.

[0056] like Figure 5As shown, in this embodiment, the S-shaped tie plate has L-shaped anchors 201 on its S-plate edge, and multiple L-shaped anchors 201 are arranged at intervals along the length of the S-plate edge. The first side of the S-shaped tie plate is anchored and / or welded via the L-shaped anchors 201, and the second side of the S-shaped tie plate is anchored and / or welded via the S-plate edge; or both sides of the S-shaped tie plate are anchored and / or welded via L-shaped anchors 201. Optionally, the S-shaped tie plate is made of cold-formed steel plate or stamped steel plate. The S-shaped tie plate is welded or bolted to the inner side of the first unit plate 100 and the second unit plate 300 by means of the plane of the S-plate edge. After adding L-shaped anchors 201 and arranging them at intervals along the length of the S-plate edge, the vertical section of the L-shaped anchor 201 is fixed (welded or bolted) to the edge of the S-plate, while its horizontal section is embedded or anchored inside the concrete (or cement-based composite board) of the first unit plate 100 or the second unit plate 300. This L-shaped structure forms a right-angle hook-type mechanical anchor, which can significantly increase the pull-out resistance of the tie member 200 under tension / shear. It upgrades the original mode of relying solely on the shear resistance of the weld or the force transmission of the adhesive to a dual force-bearing mode of weld / bolt and concrete-bonded anchor, avoiding the slippage or pull-out of the tie member 200 due to interface bonding failure under strong wind suction or earthquake action, and improving the safety reserve and ductility of the connection node. Multiple L-shaped anchors 201 are spaced apart along the length of the S-shaped plate edge, allowing the tensile and shear forces borne by the S-shaped tie plate to be transferred to the unit plate through several discrete L-shaped anchor points, rather than concentrated on a linear weld or a single bolt. This multi-point distributed force transfer method effectively reduces the peak stress per unit area and avoids micro-cracks caused by stress concentration on the inner side of the unit plate. The L-shaped anchors 201 are embedded in the concrete, utilizing the compressive strength of the concrete to bear the anchoring force. Compared to simply relying on edge welding, this greatly reduces the weakening effect on the unit plate cross-section and maintains the unit plate's local bearing capacity. The first side is anchored and / or welded via L-shaped anchors 201, the second side is anchored and / or welded via the S-shaped plate edge, or both sides are anchored via L-shaped anchors 201. This optional structure provides design flexibility. When the unit panel is a precast thin concrete slab, L-shaped anchors 201 are used to embed it into the concrete on both sides to achieve the best anchoring performance. When the unit panel is a steel formwork or fiber cement pressure plate, L-shaped anchors 201 can be used only on the concrete side, and S-plate edge bolts / welding can be used on the other side to avoid forcibly embedding on the plate that is not suitable for drilling. When the unit panel is too thin to support the reinforcement, full welding of the S-plate edge can be used instead. This variable connection form allows the same specification of S-shaped tie plate to be used for different panel materials of wall panel unit 10, beam unit 20 and column unit 30, which conforms to the industrial logic of multi-adaptation of standard modules.L-shaped anchors 201 protrude from the edge of the S-plate, extending into the cavity (or the side groove of the insulation layer 500) and embedding into the surface of the unit plate. During the formation of the post-cast concrete or the cast-in-place surface layer of the unit plate, the L-shaped anchors 201 are encased in concrete, acting as shear keys to enhance the interfacial shear transfer capacity between the S-shaped tie plate, the unit plate, and the post-cast concrete. This helps suppress micro-cracks caused by temperature differences or drying shrinkage at the precast and post-cast interface. The spaced L-shaped anchors 201 do not significantly obstruct the passage of coarse aggregate in the concrete and do not affect the compactness of the poured concrete. The L-shaped anchors 201 can be pre-spot-welded to the edge of the S-plate of the S-shaped tie plate to form finished components. These components are then assembled on the factory production line along with the S-shaped tie plate into the inner side of the first unit plate 100 or the second unit plate 300, eliminating the need for individual on-site welding of anchor bars. This modular prefabrication reduces on-site work types and human error, ensures consistency in anchor spacing and embedment depth, and improves the quality stability and traceability of prefabricated components.

[0057] like Figure 2 , Figure 3 , Figure 4 and 5As shown, in this embodiment, all S-shaped tie plates have the same shape and size; or the S-shaped tie plates have different shapes and sizes; or some S-shaped tie plates have the same shape and size, while others have different shapes and sizes. When all S-shaped tie plates adopt a uniform shape and size, this technical solution achieves a high degree of standardization for the tie plate 200. Under industrial production conditions, standardized design means that only one set of stamping dies or cutting tools needs to be manufactured, which can significantly reduce equipment amortization costs and die changeover time; through assembly line operations, production efficiency is improved, product quality consistency is ensured, and the defect rate is reduced; only one specification of material needs to be stored, reducing warehousing area and logistics complexity. It is applicable to prefabricated structural systems with uniform column unit 30 cross-sectional dimensions and consistent stress modes. Standardization achieves economies of scale and reduces initial construction costs. In actual building structures, column cross-sections are often not simply rectangular, but rather include irregular shapes such as I-shaped, L-shaped, T-shaped, and cross-shaped sections. Furthermore, the stress states of column units 30 at different locations (such as corner columns, edge columns, and center columns) vary. In such cases, non-standardized S-shaped tie plates (with different shapes or sizes) can be used to specifically meet the stress requirements of particular areas. In corner areas (L-shaped columns) or node areas (T-shaped columns), tie plates 200 with larger amplitudes or narrower widths can be used to adapt to complex geometries and avoid conflicts with other reinforcing bars or embedded parts. In column segments with high axial compression or high lateral stiffness requirements, the thickness or width of tie plates 200 can be increased to enhance their bending and shear bearing capacity. In secondary stress areas, the size can be reduced to save materials. Through customized design, a precise match between the mechanical properties and geometric shape of tie plates 200 is achieved, improving the structural system's stress rationality and material utilization efficiency. A hybrid configuration mode is provided, combining the advantages of standardization and flexibility. In practical engineering, different areas can be classified according to the structural stress distribution and geometric characteristics. In standardized areas, for main column segments with uniform stress and regular cross-sections, uniformly sized S-shaped tie plates are used to ensure construction efficiency and quality. In non-standardized areas, for node areas or corner areas with concentrated stress and changing cross-sections, specially sized S-shaped tie plates are used to meet local performance requirements. This hybrid application of modular and non-modular design controls overall manufacturing costs while optimizing structural performance, representing a collaborative design strategy that balances economy and safety. Regardless of the configuration, the uniform geometric shape (S-curve) of the S-shaped tie plates ensures their directionality and identifiability during installation. Construction personnel can quickly determine the stress direction and installation position of tie plate 200 by observing the orientation of the S-curve, reducing the risk of misinstallation. Even in scenarios where some tie plates 200 have different sizes, the consistency of their basic S-shaped outline helps maintain the uniformity of construction processes, reducing worker training costs and operational difficulties.

[0058] like Figure 8 and Figure 9As shown, in this embodiment, the positioning connector 400 includes a first connecting unit plate 401, a support member 402, a second connecting unit plate 403, and an embedded member 404. The first connecting unit plate 401 and the second connecting unit plate 403 are arranged at intervals. The support member 402 is supported between the first connecting unit plate 401 and the second connecting unit plate 403. The embedded member 404 is disposed at the first end of the first connecting unit plate 401 and the second connecting unit plate 403. The positioning connector 400 is embedded in the base of the corresponding first unit plate 100 or second unit plate 300 via the embedded member 404. The second ends of the first connecting unit plate 401 and the second connecting unit plate 403 are arranged in an outward cantilevered manner. The positioning connector 400 on the first connecting unit plate 401 and the positioning connector 400 on the second connecting unit plate 403 are arranged opposite to each other and are used to insert or snap into the connecting groove to realize the positioning connection between two adjacent structural module units. By setting up a first connecting unit plate 401, a second connecting unit plate 403, and a bracing member 402 between them, an I-shaped or frame-shaped load-bearing structure is formed. The bracing member 402 provides axial support between the first connecting unit plate 401 and the second connecting unit plate 403, enabling the first connecting unit plate 401 and the second connecting unit plate 403 to work together to form an overall load-bearing system when subjected to tension or compression. Compared with a single flat plate connection, the cross-sectional moment of inertia of this frame form is significantly increased, thereby improving the bending stiffness and shear stiffness of the connection node in and out of the plane. When relative displacement occurs between adjacent structural module units, the bracing member 402 can effectively limit the relative rotation and lateral displacement of the connection node, ensuring the overall stability of the structure. The embedded part 404 is located at the first end of the first connecting unit plate 401 and the second connecting unit plate 403, and is embedded in the base of the first unit plate 100 or the second unit plate 300. The embedded part 404 extends into the base and firmly combines the external connecting frame with the internal structure to form a mechanical anchor. This anchoring method does not rely on the surface adhesion force and can effectively resist loosening and slippage under long-term load, thus improving the durability of the connection. The embedded part 404 transmits the connection force from the connecting unit plate to the depth of the base, avoiding stress concentration on the base surface and preventing local crushing or cracking of the base surface. The second ends of the first connecting unit plate 401 and the second connecting unit plate 403 are cantilevered outwards, and the positioning connectors 400 of the two are arranged opposite each other for insertion or snap-fit ​​connection with the connecting slot. The cantilevered outward ends form a clear mating interface, which plays a guiding role in the assembly process, enabling adjacent module units to quickly align with the connecting slot and achieve precise positioning. Compared with traditional bolt connection or welding, the insertion or snap-fit ​​connection method simplifies the on-site construction steps, improves assembly efficiency, and reduces on-site wet work and hot work, which meets the requirements of green and efficient prefabricated buildings.The design of the positioning connector 400 allows the relative positions of the first connecting unit plate 401 and the second connecting unit plate 403 to be adjusted by the bracing member 402 (although the adjustability is not explicitly shown in the figure, it is structurally adaptable), and its two ends are respectively connected to different structural module units (first unit plate 100 and second unit plate 300); the same type of positioning connector 400 can be applied to the connection between different types of structural module units by adjusting the position of the embedded part 404 and the size of the connecting unit plate, which improves the versatility and interchangeability of the components; when the stiffness of adjacent module units is different, the connector can coordinate the deformation of the two through its frame structure to achieve a synergistic force-bearing effect that combines rigidity and flexibility. By constructing a positioning connector 400 consisting of a first connecting unit plate 401, a bracing member 402, a second connecting unit plate 403, and an embedded part 404, the structural connection node achieves high rigidity, strong anchoring, rapid assembly, and high adaptability. Its I-shaped frame design significantly improves the mechanical performance of the node, and the embedded part 404 ensures the durability and reliability of the connection. The plug-in or snap-fit ​​structure at the cantilever end simplifies the construction process. The overall design fully reflects the comprehensive requirements of prefabricated buildings for connection nodes in terms of mechanical performance, durability, and ease of construction.

[0059] The construction method of the modular hollow insulated building structure system in this embodiment adopts the above-mentioned modular hollow insulated building structure system and includes the following steps: S100, wall and column positioning and installation: the wall panel unit 10 and column unit 30 are hoisted and installed on the foundation or the installation surface of the next floor. The wall panel unit 10 and column unit 30 are inserted into the interior of the adjacent wall panel unit 10, column unit 30 or beam unit 20 through the positioning connector 400, thereby ensuring that the wall panel unit 10 and column unit 30 are neat and reliable at the joint; S200, installing the connecting steel bars at the joint of the wall unit: a 150mm wide section without insulation layer is reserved at the connecting edge of the wall unit. The structural column steel bars are set at the joint of the wall unit. The structural steel bars adopt prefabricated steel cages and are connected by post-cast structural columns; S300, installing the column steel bars: the slots of multiple column units 30 are enclosed to form a enclosure. S400: Install beam units 20, placing them on top of the corresponding wall panel units 10 and / or column units 30, ensuring that the positioning connectors 400 of beam units 20 are engaged with the wall panel units 10 and / or column units 30 below; S500: Install the reinforcing bars of beam units 20, inserting the reinforcing cage 800 between the upper and lower tie members 200 of beam units 20, and securing it firmly to the reinforcing cages 800 of adjacent beam units 20; S600: Connect the cast-in-place concrete, using the installed wall units, beam units 20, and column units 30 as templates, pouring concrete for structural columns 700, structural columns between wall units, and beam components in sequence to complete the connection. After the concrete has initially set, clean the grout at the joints in a timely manner to keep the interior and exterior of the structure clean until final curing. The construction method of the modular hollow insulated building structure system of this invention, in steps S100, S300, and S400, clearly states that after the wall panel unit 10, column unit 30, and beam unit 20 are hoisted into place, they themselves constitute the mold for subsequent concrete pouring. Traditional construction requires the erection of a large amount of scaffolding and the binding of formwork on site. The method of this invention uses prefabricated unit panels (first unit panel 100, second unit panel 300) as non-removable formwork, eliminating the processes of formwork erection, dismantling, and formwork cleaning. Step S200 involves installing the joint reinforcement of the wall unit, and step S300 involves installing the column reinforcement. The reinforcement engineering mainly uses prefabricated steel cages; the steel cage 800 is prefabricated in the factory, and only hoisting is required on site, transforming high-altitude binding operations into ground assembly operations, significantly shortening the construction period.In steps S100 and S400, the wall panel unit 10, column unit 30, and beam unit 20 are inserted into the interior of adjacent units via positioning connectors 400. The slot structure formed by the first connecting unit plate 401 and the second connecting unit plate 403 of the positioning connectors 400 serves as a guide and limiter during hoisting. Operators only need to hoist the components to the approximate position and use their own weight or slight adjustments to make the connectors snap into the predetermined slots, achieving a foolproof installation. Through the snapping of the rigid connectors, the neatness and reliability of the wall panel unit 10 and column unit 30 at the joints are forcibly guaranteed (step S100), effectively controlling the verticality and flatness of the overall building and solving the common problem of misaligned joints in prefabricated buildings. Steps S200, S300, and S500 specify the arrangement of the reinforcing bars, particularly the installation of the reinforcing cage 800 within the enclosed space and the insertion between the upper and lower tie members 200 of the beam unit 20. A 150mm wide section without insulation is reserved at the joint of the wall unit, and a structural column is poured there, avoiding the obstruction of the insulation layer 500 to the concrete in the joint area. This ensures effective interlocking between the post-cast structural column and the precast wall panel, forming a composite load-bearing system of "precast outer frame and post-cast inner core." In step S500, the beam reinforcing cage 800 is inserted between the S-shaped tie plate (i.e., the upper tie member 200 and the lower tie member 200). The S-shaped tie plate not only connects the precast slab but also serves as a reinforcing bar positioning support, ensuring the protective layer thickness and effective height of the beam longitudinal reinforcement, while also enhancing the shear resistance of the interface between the old and new concrete. Step S600 uses the installed wall units, beam units 20, and column units 30 as templates for in-situ casting. Since the walls, columns, and beams are all hollow precast components, it is necessary to prevent excessive lateral pressure from the concrete during casting, which could cause the unit panels to bulge. In this invention, the S-shaped tie plates act as built-in tie bolts to resist the lateral pressure of the concrete and ensure that the precast unit panels do not deform during casting. Casting structural columns, structural columns, and beams in sequence helps control concrete shrinkage cracks. After the concrete has initially set, the joint grout is cleaned in time to ensure the cleanliness of the building's appearance and avoid later removal costs. By eliminating external scaffolding (the components have their own installation stations) and template support systems, the rental and wear costs of reusable materials such as steel pipes, fasteners, and templates are significantly reduced. The amount of high-altitude work is reduced (no formwork, no large amount of rebar tying), and the connection of components mainly relies on mechanical clamping, reducing the risk of working near edges and falls from heights, which meets the requirements of green construction and safe and civilized construction sites.This invention discloses a construction method for a modular hollow insulated building structure system. Through deep collaboration with the modular hollow insulated building structure system, it achieves an efficient construction logic where components are the formwork, connections are the positioning, and cavities are the pouring. The method utilizes the snap-fit ​​characteristics of the positioning connector 400 to solve the assembly accuracy problem, uses the built-in constraints of the S-shaped tie plates to solve the deformation problem during hollow component pouring, and utilizes the cooperation between the precast steel cage and the preceding components to solve the node connection strength problem. Ultimately, without the need for additional complex tooling, it significantly shortens the construction period, reduces costs, improves the overall structural integrity, and effectively ensures the safety and quality of the construction site, perfectly meeting the goals of high efficiency, low cost, and high quality in the industrialized construction of low-rise buildings.

[0060] Compared with the prior art, the present invention has the following beneficial effects: 1. Significantly Reduced Production Costs: By pre-producing fixed-size modular units without orders, the production line achieves continuous, stable, and large-scale operation, greatly improving the utilization rate of molds, equipment, and personnel, and significantly reducing the marginal production cost of individual modules. Simultaneously, standardization reduces the types of materials, facilitating centralized procurement and further compressing material and supply chain costs.

[0061] 2. Convenient on-site construction: The components are two-layer thin-walled structures with small individual dimensions, significantly reducing the weight of each component. During transportation, a single vehicle can carry more components, resulting in a substantial reduction in transportation costs. During installation, the small size of the components greatly reduces the need for hoisting equipment, allowing for even manual handling and installation, significantly increasing the applicability of this system to rural low-rise and multi-story buildings in various developmental stages. Furthermore, the components are connected via positioning connectors, reducing on-site installation, formwork, and component support procedures, further lowering construction costs.

[0062] 3. Meeting Personalized Needs: Through diverse floor plan and spatial combination rules, it can flexibly adapt to design requirements of different floor areas and functional needs. Users can obtain a wealth of personalized choices based on the "standardized product library," resolving the contradiction between mass production and diversified needs.

[0063] Matters not covered in this invention are common knowledge.

[0064] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0065] The embodiments described above are merely examples of several implementations of the present invention, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of the invention. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these modifications and improvements all fall within the scope of protection of the present invention.

[0066] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A modular hollow thermal insulation building structure system, comprising structural module units, wherein multiple structural module units are sequentially assembled and then reinforced with concrete, and subsequently connected to form an overall building structure, characterized in that, The structural module unit includes a first unit plate (100), a tie member (200), a second unit plate (300), and a positioning connector (400); The first unit plate (100) and the second unit plate (300) are arranged in parallel at intervals, and multiple tie members (200) are arranged in an array between the first unit plate (100) and the second unit plate (300); The tie member (200) is an S-shaped tie plate, and the S-shaped edges on both sides of the S-shaped tie plate are fixedly connected to the first unit plate (100) and the second unit plate (300) respectively. The adjacent sets of structural module units are positioned and connected to each other via positioning connectors (400).

2. The modular hollow thermal insulation building structure system according to claim 1, characterized in that, The structural module unit is the wall panel unit (10); The S-shaped tie plates are arranged vertically; An insulation layer is also provided between the first unit plate (100) and the second unit plate (300), and an S-shaped tie plate is embedded in the insulation layer (500).

3. The modular hollow thermal insulation building structure system according to claim 1, characterized in that, The center-to-center distance between two adjacent S-shaped tie plates is 400mm-900mm.

4. The modular hollow thermal insulation building structure system according to claim 1, characterized in that, The structural module unit is a beam element (20); S-shaped tie plates are arranged along the length of the beam element (20); Multiple S-shaped tie plates are arranged along the length of the beam unit (20) and are placed close to the sides of the beam unit (20) in the height or width direction, forming a reserved first installation space for installing the pre-formed beam reinforcement cage. The reinforcement cage (800) is placed in the first installation space and fixed and positioned by the S-shaped tie plates.

5. The modular hollow thermal insulation building structure system according to claim 1, characterized in that, The structural module unit is a column unit (30), and there is a unit connecting plate (600) between the first unit plate (100) and the second unit plate (300). The first unit plate (100), the second unit plate (300) and the unit connecting plate (600) together form a U-shaped groove component. The S-shaped tie plates are arranged vertically, and multiple S-shaped tie plates are arranged vertically with all S-shaped tie plates close to the bottom of the groove. A second installation space is reserved between the slot of the U-shaped groove component and the S-shaped tie plate for placing the reinforcing cage of the shaped column.

6. The modular hollow thermal insulation building structure system according to claim 5, characterized in that, The groove walls of the U-shaped groove component are arranged at equal depths, or the groove walls of the U-shaped groove component are arranged at unequal depths. Two sets of U-shaped slotted components are arranged with their slots facing each other and enclose each other to form an I-shaped column; or two sets of U-shaped slotted components are arranged with their slots in an L-shape and enclose each other to form an L-shaped column; or three sets of U-shaped slotted components are arranged with their slots in a T-shape and enclose each other to form a T-shaped column; or four sets of U-shaped slotted components are arranged with their slots in a cross shape and enclose each other to form a cross-shaped column.

7. The modular hollow thermal insulation building structure system according to any one of claims 1 to 6, characterized in that, The S-type tie plate is provided with L-type anchors (201) on the edge of the S-type tie plate, and multiple L-type anchors (201) are arranged at intervals along the length direction of the edge of the S-type tie plate. The first side of the S-shaped tie plate is anchored and / or welded via an L-shaped anchor (201), and the second side of the S-shaped tie plate is anchored and / or welded via the edge of the S-plate; or both sides of the S-shaped tie plate are anchored and / or welded via L-shaped anchors (201).

8. The modular hollow thermal insulation building structure system according to any one of claims 1 to 6, characterized in that, All S-shaped tie plates are identical in shape and size; or The S-shaped tie plates have different shapes and sizes; or Some S-shaped tie plates have the same shape and size, while others have different shapes and sizes.

9. The modular hollow thermal insulation building structure system according to any one of claims 1 to 6, characterized in that, The positioning connector (400) includes a first connecting unit plate (401), a bracing member (402), a second connecting unit plate (403), and an embedded part (404). The first connecting unit plate (401) and the second connecting unit plate (403) are arranged at intervals, the bracing member (402) is supported between the first connecting unit plate (401) and the second connecting unit plate (403), and the embedded part (404) is provided at the first end of the first connecting unit plate (401) and the second connecting unit plate (403); The positioning connector (400) is embedded in the base of the corresponding first unit plate (100) or second unit plate (300) via the embedded part (404). The second ends of the first connecting unit plate (401) and the second connecting unit plate (403) are arranged in an outward cantilevered manner. The positioning connector (400) on the first connecting unit plate (401) and the positioning connector (400) on the second connecting unit plate (403) are arranged opposite to each other, and are used to plug or snap into the connecting groove to realize the positioning connection between the two adjacent structural module units.

10. A construction method for a modular hollow thermal insulation building structure system, characterized in that, The modular hollow thermal insulation building structure system according to any one of claims 1 to 8 includes the following steps: S100, Wall and column positioning and installation: Layout and position the wall panel unit (10) and column unit (30) on the foundation or the next floor installation surface, hoist and install the wall panel unit (10) and column unit (30), and the wall panel unit (10) and column unit (30) are inserted into the adjacent wall panel unit (10) or column unit (30) or beam unit (20) through the positioning connector (400), thereby ensuring that the wall panel unit (10) and column unit (30) are neat and reliable at the joint; S200, install the connecting steel bars at the joint of the wall unit, reserve a 150mm wide section without insulation layer (500) at the edge of the wall unit connection, set the structural column steel bars at the joint of the wall unit, the structural steel bars adopt the prefabricated steel cage and are connected by the post-cast structural column. S300, Install column reinforcement bars, enclose the slots of multiple column units (30) to form an enclosed space, and install a reinforcement cage (800) in the enclosed space. S400, Install beam unit (20), install beam unit (20) on top of corresponding wall panel unit (10) and / or column unit (30), and ensure that the positioning connector (400) of beam unit (20) is engaged inside the wall panel unit (10) and / or column unit (30) below; S500, Install the reinforcing bars of the beam unit (20), insert the reinforcing cage (800) between the upper tie member (200) and the lower tie member (200) of the beam unit (20), and tie it firmly with the reinforcing cage (800) of the adjacent beam unit (20); S600, cast-in-place concrete connection, using the installed wall unit, beam unit (20) and column unit (30) as templates, pour concrete for structural columns (700), structural columns between wall units and beam components in sequence to complete the connection. After the concrete has initially set, clean the grout at the joint in time to keep the inside and outside of the structure clean until the final curing.

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