A hybrid building structure system containing permanent steel structure modular boxes and its construction method

Abstract

This application discloses a hybrid building structure system containing permanent steel structure modular boxes and its construction method. The system includes a first standard modular layer, a transfer and strengthening truss layer, a transition layer, and a second standard modular layer arranged along the building height, and includes a composite frame and a lateral force resisting substructure. The steel formwork of the permanent steel structure modular box is combined with the reinforcing cage and cast-in-place concrete to form a steel formwork composite component. The steel formwork composite components of adjacent modular floors are vertically continuous. The transfer and strengthening truss distributes the load of the upper modular layer to the steel-concrete composite columns and the lateral force resisting substructure. During construction, the modular boxes are installed from bottom to top, the composite components are poured, and the transfer and strengthening truss layer is constructed. This application can improve the overall structural stiffness and vertical force transmission continuity, and reduce the encroachment on interior space.

Description

Technical Field

[0001] This application relates to the field of modular building technology, and in particular to a building hybrid structure system containing permanent steel structure modular boxes and its construction method. Background Technology

[0002] Modular steel structure buildings, as a core system for the transformation of the construction industry towards modern industrialization, have advantages such as being green and environmentally friendly, requiring less on-site wet work, and having a short construction cycle, making them an important direction for promoting high-quality development in the construction industry. However, in application scenarios where buildings are expanding into high-rise and super high-rise buildings over 100 meters, modular steel structure buildings face significant structural performance bottlenecks.

[0003] Existing modular steel structures mainly include three systems: pure steel box girder structures, steel box girder structures with lateral force resisting structures, and steel structure embedded modules. All three have limitations in high-rise applications. First, pure steel box girder structures often lack sufficient overall lateral stiffness when applied to high-rise and super high-rise buildings, making it difficult to meet displacement limits in design codes when facing wind loads and seismic forces. Second, in the "steel box girder + lateral force resisting structure" system, the complex stress environment of high-rise buildings often requires large cross-sectional dimensions for the vertical components (such as columns). These large cross-section components significantly encroach on usable interior space, reducing the building's actual usability and living quality. Furthermore, traditional steel structure embedded module systems often face the problem of protruding components affecting the interior space layout, and the high consumption of structural materials in this system leads to high overall construction costs.

[0004] In summary, existing modular steel structure systems, when applied to high-rise and super high-rise buildings, generally suffer from technical problems such as limited lateral stiffness in high-rise buildings, low utilization of effective indoor space, and high costs due to redundant structural materials. The industry urgently needs a new structural system to overcome the complex contradiction between structural performance and space utilization. Summary of the Invention

[0005] The main purpose of this application is to provide a building hybrid structure system containing permanent steel structure modular boxes and its construction method to solve the above-mentioned technical problems.

[0006] In a first aspect, this application provides a building hybrid structural system containing permanent steel structure modular boxes. The hybrid structural system includes a first standard module layer, a transfer and strengthening truss layer, a transition layer, and a second standard module layer arranged sequentially from top to bottom along the building height direction. The hybrid structural system also includes a composite frame and a lateral force resisting substructure. The composite frame includes steel formwork composite members and steel tube concrete columns. The steel formwork composite members are steel formwork composite columns and / or steel formwork composite walls.

[0007] Both the first standard module layer and the second standard module layer include multiple module floors stacked vertically. Each module floor includes multiple permanent steel structure module boxes spliced ​​together horizontally. The steel formwork assembly is formed by combining the steel formwork of the permanent steel structure module box, the steel reinforcement cage inside the steel formwork, and the cast-in-place concrete. The steel formwork assemblies of adjacent module floors along the building height direction are connected to each other to form a continuous load-bearing structure that runs through each module floor. The top of the permanent steel structure module box, the steel formwork assembly, and the lateral force resisting substructure in the same module floor are connected by floor slabs to form an integral load-bearing unit.

[0008] The steel-concrete composite column is located within the transfer-strength truss layer and the transition layer, and along the building height direction, the upper and lower ends of the steel-concrete composite column are respectively connected to the corresponding steel formwork composite member to form a vertical force transmission path; the transfer-strength truss layer includes multiple transfer-strength trusses, and the two ends of each transfer-strength truss are connected between adjacent steel-concrete composite columns in the horizontal direction, or between the steel-concrete composite column and the lateral force resisting substructure; wherein, the multiple transfer-strength trusses, the composite frame and the lateral force resisting substructure together constitute a cooperative force-bearing system, and the multiple transfer-strength trusses are configured to jointly bear at least part of the gravity load of the first standard module layer, and transfer the gravity load to the steel-concrete composite column and the lateral force resisting substructure connected to them respectively.

[0009] Secondly, this application also provides a construction method for a building hybrid structure system containing permanent steel structure modular boxes, including:

[0010] S1, construct the second standard module layer and the lateral force resisting substructure layer by layer from bottom to top; for each module floor, multiple permanent steel structure module boxes are spliced ​​in the horizontal direction, and concrete is poured in the steel formwork shell with built-in steel cage to form a steel formwork shell composite component, and the top of the permanent steel structure module box, the steel formwork shell composite component and the lateral force resisting substructure in the module floor are connected by the floor slab to form the overall load-bearing unit of the module floor;

[0011] S2, construct a transition layer and a conversion reinforcement truss layer above the second standard module layer, install steel tube concrete columns, and connect the lower end of the steel tube concrete columns to the corresponding steel formwork composite component in the second standard module layer;

[0012] S3, Install multiple conversion strengthening trusses in the conversion strengthening truss layer, so that the conversion strengthening trusses are connected between adjacent steel tube concrete columns, or between steel tube concrete columns and lateral force resisting substructures;

[0013] S4, the steel pipe concrete column pouring, floor slab connection construction and lateral force resisting substructure concrete construction are carried out in sequence to form the force system of the conversion strengthening truss layer and the transition layer;

[0014] S5, construct the first standard module layer layer by layer above the conversion and strengthening truss layer, and connect the corresponding steel formwork assembly in the first standard module layer to the upper end of the steel tube concrete column.

[0015] When multiple conversion reinforcement truss layers are set along the building height direction, the first standard module layer that has been constructed and is located above the current conversion reinforcement truss layer is used as the second standard module layer below the next conversion reinforcement truss layer, and S2 to S5 are repeated.

[0016] The beneficial technical effects of this application are as follows: This application combines the steel formwork of the permanent steel structure modular box with the reinforcing cage and cast-in-place concrete to form steel formwork composite columns and / or steel formwork composite walls, and makes the steel formwork composite components of adjacent modular floors continuously connected vertically. At the same time, the top of the permanent steel structure modular box, the steel formwork composite components and the lateral force resisting substructure on the same floor are connected with the floor slab to form an integral load-bearing unit, so that the permanent steel structure modular box is transformed from a simple building module unit into a structural unit that participates in the main load-bearing. Furthermore, steel tube concrete columns connected to the upper and lower steel formwork composite components are set in the conversion strengthening truss layer and the transition layer, and multiple conversion strengthening trusses are connected between steel tube concrete columns or between steel tube concrete columns and lateral force resisting substructures, so that the conversion strengthening truss, composite frame and lateral force resisting substructure form a collaborative load-bearing system, thereby distributing and transferring at least part of the gravity load of the upper standard modular layer to the steel tube concrete columns and lateral force resisting substructures, and the floor slab and lateral force resisting substructure jointly bear the horizontal load. This can improve the vertical load transmission continuity, overall load-bearing capacity and lateral stiffness of high-rise or super high-rise modular buildings, reduce the need for increased cross-sections of vertical components due to accumulated loads, reduce the encroachment of components on effective indoor space, and reduce material redundancy caused by the duplication of embedded modules with the main structure. In this way, indoor space utilization can be improved and construction costs can be reduced while meeting structural performance requirements. Attached Figure Description

[0017] To more clearly illustrate the technical solutions of the embodiments of this application, the drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1a This is a partial schematic diagram of the conversion-strengthened truss layer and its upper and lower layers in the hybrid structural system provided in the embodiments of this application;

[0019] Figure 1b A three-dimensional rendering diagram of the conversion-strength truss layer and its upper and lower layers in the hybrid structural system provided in this application embodiment;

[0020] Figure 1c This is a schematic diagram of the elevation of the hybrid structural system provided in an embodiment of this application;

[0021] Figure 2a This is a schematic diagram of the standard module layer in the hybrid structure system provided in the embodiments of this application;

[0022] Figure 2b This is a plan view of the permanent steel structure module box and its steel formwork assembly in the hybrid structural system provided in the embodiments of this application;

[0023] Figure 2c A three-dimensional rendering schematic diagram of the steel formwork assembly and module columns of the permanent steel structure module box in the hybrid structural system provided in this application embodiment;

[0024] Figure 3a This is a schematic diagram of the transfer-strength truss layer in the hybrid structural system provided in the embodiments of this application;

[0025] Figure 3b for Figure 3a Schematic diagram of the connection between the central truss and the steel-concrete composite column;

[0026] Figure 4a This is a schematic diagram of the steel formwork composite column in the hybrid structural system provided in the embodiments of this application;

[0027] Figure 4b This is a schematic diagram of the steel formwork composite wall in the hybrid structural system provided in the embodiments of this application;

[0028] Figure 5a This is a schematic diagram of a steel-concrete composite column in a hybrid structural system provided in an embodiment of this application.

[0029] Figure 5b for Figure 5a Schematic diagram of the cross section of section aa;

[0030] Figure 6a This is a schematic diagram illustrating the connection between a single-module column and a transfer-strength truss in a hybrid structural system provided in an embodiment of this application.

[0031] Figure 6b This is a schematic diagram illustrating the connection between the dual-module column and the conversion-strengthened truss in the hybrid structural system provided in this application embodiment;

[0032] Figure 7a A schematic diagram of the composite frame, lateral force resisting substructure, and conversion strengthening truss layer in the hybrid structural system provided in the embodiments of this application;

[0033] Figure 7b This is a schematic diagram of the arrangement of permanent steel structure module boxes in a hybrid structural system provided in this application embodiment;

[0034] Figure 7c A schematic diagram of the hybrid structural system provided in the embodiments of this application;

[0035] Figure 8 This is a schematic diagram of the construction method provided in the embodiments of this application.

[0036] Explanation of reference numerals in the attached figures:

[0037] In the diagram: 10 - First standard module layer, 20 - Transition reinforced truss layer, 30 - Transition layer, 40 - Second standard module layer, 51 - Steel formwork composite component, 511 - Steel formwork composite column, 512 - Steel formwork composite wall, 513 - Steel formwork, 52 - Steel-concrete composite column, 521 - Steel pipe column, 522 - R-shaped end column, 523 - Grouting hole, 524 - Stud, 60 - Lateral force resisting substructure, 70 - Module floor, 7 1-Permanent steel structure modular box, 711-Module column, 712-Module steel beam, 80-Transfer reinforced truss, 81-Upper chord, 82-Lower chord, 83-Diagonal web member, 84-Node tie key, 85-Transfer beam, 86-Truss floor slab, 91-Support plate, 921-Column, 922-End plate, 923-BM plate, 93-Column connecting box, 931-Upper end plate, 932-Lower end plate, 933-Side wall. Detailed Implementation

[0038] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0039] It should be understood that, when used in this specification and the appended claims, the terms "comprising" and "including" indicate the presence of the described features, integrals, steps, operations, elements and / or components, but do not exclude the presence or addition of one or more other features, integrals, steps, operations, elements, components and / or collections thereof.

[0040] It should also be understood that the terminology used in this specification is for the purpose of describing particular embodiments only and is not intended to limit the scope of the application. As used in this specification and the appended claims, the singular forms “a,” “an,” and “the” are intended to include the plural forms unless the context clearly indicates otherwise.

[0041] It should also be further understood that the term “and / or” as used in this application specification and the appended claims means any combination of one or more of the associated listed items and all possible combinations, and includes such combinations.

[0042] When existing modular steel structures are applied to high-rise or super high-rise buildings, relying primarily on the steel module boxes themselves to transfer vertical loads and resist lateral forces layer by layer can easily lead to an increase in the cross-section of the vertical components of the modules and an encroachment on the effective usable space of the building. If the steel modules are simply set as embedded units in the main structure, it is difficult to form a sufficient combined force relationship between the steel modules and the main structure, which can easily lead to redundancy of structural materials and space loss. Based on this, the embodiments of this application combine permanent steel module boxes, composite frames, lateral force resisting substructures, and conversion strengthening truss layers into a collaborative force-bearing system. This allows the permanent steel module boxes to serve as building module units and also participate in the formation of composite columns or composite walls. The conversion strengthening truss layer transfers at least part of the gravity load of the upper module floors to the composite frames and lateral force resisting substructures, thereby improving the load-bearing performance and space utilization of high-rise or super high-rise modular buildings.

[0043] See Figures 1a to 8 This application provides a hybrid building structure system containing permanent steel structure modular boxes. The hybrid structure system includes a first standard modular layer 10, a transfer reinforcing truss layer 20, a transition layer 30, and a second standard modular layer 40 arranged sequentially from top to bottom along the building height. It should be noted that the first standard modular layer 10 and the second standard modular layer 40 do not necessarily mean that they are different in modular structure form. Rather, relative to the same transfer reinforcing truss layer 20, the standard modular layer above the transfer reinforcing truss layer 20 is called the first standard modular layer 10, and the standard modular layer below the transfer reinforcing truss layer 20 is called the second standard modular layer 40.

[0044] The hybrid structural system also includes a composite frame and a lateral force-resisting substructure 60. The composite frame includes steel formwork composite members 51 and steel-concrete composite columns 52. The steel formwork composite members 51 can be steel formwork composite columns 511, steel formwork composite walls 512, or both. The lateral force-resisting substructure 60 is arranged in the building structure along with the composite frame, and works in conjunction with the composite frame and the transfer strengthening truss layer 20 to bear horizontal and vertical forces. The lateral force-resisting substructure 60 can be selected according to the building plan, structural height, and lateral force requirements, and may include one or more of the following: a concrete frame-shear wall structure, a concrete core tube structure, a steel frame-braced structure, or a composite frame-shear wall structure.

[0045] Both the first standard modular layer 10 and the second standard modular layer 40 include multiple modular floors 70 stacked vertically. Each modular floor 70 includes multiple permanent steel structure modular boxes 71 that are spliced ​​together horizontally. The permanent steel structure modular boxes 71 are modular boxes retained in the building structure; they are not temporary formwork or temporary supports to be removed after construction, but rather participate in the load-bearing as part of the building structure. After multiple permanent steel structure modular boxes 71 are spliced ​​together horizontally, they can form rooms, corridors, or other functional spaces of the corresponding modular floor 70; after multiple modular floors 70 are stacked vertically, they form a standard modular layer.

[0046] The steel formwork composite component 51 is formed by combining the steel formwork 513 of the permanent steel structure module box 71, the reinforcing cage, and the cast-in-place concrete. The steel formwork 513 can be a single steel component within the permanent steel structure module box 71, or it can be formed by the opposing steel components of adjacent permanent steel structure module boxes 71. The reinforcing cage is placed within the steel formwork 513 or within the casting space enclosed by the steel formwork 513. After the cast-in-place concrete is poured, it, along with the reinforcing cage and the steel formwork 513, forms the steel formwork composite component 51. Thus, the permanent steel structure module box 71 not only constitutes a building module unit but also serves as a non-removable steel formwork 513 for forming composite columns or composite walls, allowing the module box and concrete components to jointly participate in the load-bearing of the main structure.

[0047] The steel formwork composite members 51 in adjacent modular floors 70 along the building height direction are interconnected to form a continuous load-bearing structure that runs through all modular floors 70. This continuous load-bearing structure can transfer the vertical loads in the standard modular floor downwards and can work together with the floor slabs, modular columns 711, modular steel beams 712 or other components in the permanent steel structure modular box 71, as well as the lateral force resisting substructure 60 to bear the horizontal loads.

[0048] The connection between adjacent module floors 70 can be achieved through the connection of steel formwork shells 513, the extension connection of steel cages, continuous concrete pouring, or node connection, as long as the steel formwork shell composite components 51 in adjacent module floors 70 can form a vertical continuous force transmission relationship.

[0049] Within the same modular floor 70, the top of the permanent steel structure module box 71, the steel formwork assembly 51, and the lateral force resisting substructure 60 are connected by a floor slab to form an integral load-bearing unit. Specifically, the floor slab can be a monolithic cast-in-place floor slab, a partially cast-in-place floor slab, a floor slab formed by combining a precast floor slab with a cast-in-place connection, or other floor slab structures that can connect the above components into a whole; the top of the permanent steel structure module box 71 can be connected to the floor slab, the top of the steel formwork assembly 51 can be connected to the floor slab, and the lateral force resisting substructure 60 can also be connected to the floor slab. Through this floor slab connection relationship, the permanent steel structure module box 71, the steel formwork assembly 51, the floor slab, and the lateral force resisting substructure 60 within the modular floor 70 can form an integral load-bearing unit, avoiding the permanent steel structure module box 71 existing only as an isolated embedded unit.

[0050] The concrete-filled steel tube column 52 is located within the transfer-strength truss layer 20 and the transition layer 30. Along the building height, the upper end of the concrete-filled steel tube column 52 connects to the corresponding steel formwork assembly 51 in the first standard module layer 10, and the lower end connects to the corresponding steel formwork assembly 51 in the second standard module layer 40. Through this connection, a vertical force transmission path is formed between the steel formwork assembly 51 in the first standard module layer 10, the concrete-filled steel tube column 52, and the steel formwork assembly 51 in the second standard module layer 40. In other words, the vertical load transmitted from the steel formwork assembly 51 in the standard module layer can be further transmitted downwards through the concrete-filled steel tube column 52, thereby ensuring the continuity of vertical force at the locations of the transfer-strength truss layer 20 and the transition layer 30.

[0051] The transfer-strength truss layer 20 includes multiple transfer-strength trusses 80. Each transfer-strength truss 80 can be connected at both ends to adjacent horizontally aligned concrete-filled tubular columns 52, or to the concrete-filled tubular columns 52 and the lateral force-resisting substructure 60. Through this arrangement, the transfer-strength trusses 80 can transfer and distribute the gravity load and some horizontal forces from the local modular floor 70 to the concrete-filled tubular columns 52 and the lateral force-resisting substructure 60 within the building plan. The transfer-strength truss layer 20 can be placed on appropriate floors according to the building height, building plan, and structural stress requirements; in some specific engineering scenarios, the transfer-strength truss layer 20 can also be placed on the floor where the building refuge floor is located, utilizing the building's functional space and floor height conditions of the refuge floor to arrange the truss structure.

[0052] Multiple transfer-strength trusses 80, composite frames, and lateral force-resisting substructures 60 together constitute a collaborative load-bearing system. In this system, on one hand, the steel formwork composite members 51 in the first standard module layer 10 are connected to the steel-concrete composite columns 52 along the building height, forming a direct vertical force transmission path; on the other hand, the multiple transfer-strength trusses 80 jointly bear at least a portion of the gravity load of the first standard module layer 10 and transfer this gravity load to the connected steel-concrete composite columns 52 and lateral force-resisting substructures 60. Therefore, the permanent steel structure module box 71 does not need to bear excessive cumulative vertical loads from the upper floors, and the cross-sectional dimensions of the vertical members of the module box can be controlled.

[0053] Under stress, the permanent steel structure module box 71 in the first standard module layer 10, along with its floor loads and service loads, are first transferred to the corresponding steel formwork composite member 51 and floor system. A portion of the load is transferred downwards along the vertical force transmission path formed by the steel formwork composite member 51 and the steel-concrete composite column 52, while another portion is transferred to the steel-concrete composite column 52 and the lateral force resisting substructure 60 after being converted and distributed by the conversion and strengthening truss 80. The lateral force resisting substructure 60 and the composite frame are connected as a whole through floor slabs and trusses, giving the building better overall lateral stiffness and load-bearing capacity under horizontal loads such as wind loads and seismic actions. In some embodiments, the permanent steel structure module box 71 includes module columns 711 and module steel beams 712 connected to the top of adjacent module columns 711. The module steel beams 712 form the top beam members of the permanent steel structure module box 71 and, together with the module columns 711, constitute the steel structure frame of the permanent steel structure module box 71.

[0054] Through the above structure, the embodiments of this application can achieve at least the following technical effects: First, the permanent steel structure module box 71 participates in the load-bearing as part of the building structure, which can avoid the material redundancy and space loss caused by the separation of traditional embedded modules from the main structure; Second, the steel formwork composite component 51 is integrally cast and connected with the cast-in-place concrete floor slab and the lateral force resisting substructure 60, which can improve the integrity of the module floor 70; Third, the conversion strengthening truss layer 20 distributes at least part of the gravity load of the standard module layer above to the composite frame and the lateral force resisting substructure 60, which is conducive to reducing the cross-sectional size of the vertical components of the module and reducing the encroachment on the effective usable space of the building; Fourth, the steel tube concrete column 52 is set in the conversion strengthening truss layer 20 and the transition layer 30, which can form a reliable vertical transition and force transmission connection between the standard module layer and the conversion strengthening truss layer 20, thereby improving the structural applicability of high-rise or super high-rise steel structure modular buildings.

[0055] Based on the specific embodiments described above, in some optional implementations, the first standard module layer 10, the transition strengthening truss layer 20, the transition layer 30, and the second standard module layer 40 can constitute a transition strengthening unit. The hybrid structural system may include multiple transition strengthening units arranged along the building height direction.

[0056] It should be noted that the first standard module layer 10 and the second standard module layer 40 are vertical concepts relative to the same transfer strengthening truss layer 20. When multiple transfer strengthening truss layers 20 are arranged along the building height direction, the first standard module layer 10 located above the lower transfer strengthening truss layer 20 can simultaneously serve as the second standard module layer 40 located below another transfer strengthening truss layer 20 above it. In other words, multiple transfer strengthening units can be arranged continuously or intermittently along the building height direction, and adjacent transfer strengthening units can share a portion of the standard module layer.

[0057] In specific engineering scenarios, multiple transfer-strength truss layers 20 can be set up according to the building's vertical facade shape, floor height parameters, structural transfer requirements, and refuge floor layout requirements. For example, the transfer-strength truss layer 20 can be set up on the floor where the building's refuge floor is located, or it can be set up on the equipment floor or other floors with the space conditions for arranging transfer trusses. By setting the transfer-strength truss layer 20 on the refuge floor or equipment floor, the impact on the functional spaces of the standard-use floors can be reduced.

[0058] With multiple transfer-strength units arranged along the building height, multiple modular floors 70 located between two adjacent transfer-strength truss layers 20 can form an embedded stacked box layer range. The permanent steel structure modular boxes 71 within this embedded stacked box layer range participate in load-bearing through steel formwork composite members 51, cast-in-place concrete floor slabs, and lateral force resisting substructures 60. Each transfer-strength truss layer 20 can respectively bear at least a portion of the gravity load transmitted from the adjacent standard modular layer above it, and distribute and transfer this gravity load to the corresponding steel-concrete composite column 52 and lateral force resisting substructure 60, thereby enabling phased transfer and distribution of loads along the building height direction.

[0059] In some alternative implementations, the transfer strengthening truss layer 20 and the transition layer 30 can adopt a steel structure system. Components such as the transfer strengthening truss 80 and steel beams can be prefabricated as a whole or in sections in the factory and then transported to the construction site for assembly and connection with the steel-concrete composite columns 52. This approach can improve on-site assembly efficiency, reduce on-site welding and formwork work, and help ensure the component accuracy and joint quality of the transfer strengthening truss layer 20.

[0060] By setting up multiple conversion-strengthened truss layers, this implementation method enables the vertical loads in ultra-high-rise modular buildings to be converted in stages at different heights, avoiding the continuous accumulation of all upper module loads to the bottom module components. This helps to control the cross-sectional dimensions of the vertical components of the modules and improves the overall economic efficiency and space utilization of the structure.

[0061] Based on the above specific embodiments, in some optional implementations, the steel formwork assembly 51 includes a steel formwork assembly column 511 and / or a steel formwork assembly wall 512. The steel formwork assembly column 511 may be formed inside a single permanent steel structure module box 71, and the steel formwork assembly wall 512 may be formed in the enclosed area between adjacent permanent steel structure module boxes 71.

[0062] Specifically, for a single permanent steel structure module box 71, the steel components of the permanent steel structure module box 71 itself can be enclosed to form a steel formwork shell 513. A reinforcing cage is placed inside this steel formwork shell 513. After concrete is poured into the steel formwork shell 513, the steel formwork shell 513, the reinforcing cage, and the cast-in-place concrete together form a steel formwork shell composite column 511. This steel formwork shell composite column 511 can be arranged at locations in the building plan where vertical load-bearing members would normally be required, such as the end column locations in the original concrete shear wall scheme. In this way, the steel formwork shell composite column 511 can serve as both a vertical load-bearing member and reduce the need for additional structural columns protruding into the interior space.

[0063] For adjacent permanent steel structure module boxes 71, an enclosed area can be formed between the steel members arranged facing each other in the two permanent steel structure module boxes 71. After a steel cage is installed in this enclosed area and concrete is poured, a steel formwork composite wall 512 can be formed. The steel formwork composite wall 512 can be connected to the steel formwork composite wall 512 in the adjacent module floor 70 along the building height direction, thereby forming a continuous load-bearing structure.

[0064] The steel formwork 513 of the permanent steel structure modular box 71 can be used as a formwork that does not need to be removed during concrete pouring. In other words, the steel formwork 513 is used to limit the concrete pouring space during construction and is not removed after construction is completed. Instead, it becomes part of the composite load-bearing component together with the reinforcing cage and cast-in-place concrete. This arrangement reduces additional formwork work, improves construction efficiency, and allows the permanent steel structure modular box 71 to form a closer composite load-bearing relationship with the main structure.

[0065] Within the same modular floor 70, the steel formwork assembly 51 can be connected to the floor slab at the top of the permanent steel structure modular box 71, and the lateral force resisting substructure 60 can also be connected to this floor slab. The floor slab can be constructed using methods such as integral cast-in-place, partial cast-in-place, precast components with cast-in-place connections, or other methods that can form an integrated force transmission relationship. Thus, the permanent steel structure modular box 71, the steel formwork assembly 51, the floor slab, and the lateral force resisting substructure 60 within the modular floor 70 can form an integrated load-bearing unit. When the building is subjected to vertical or horizontal loads, the load can be transferred through the steel formwork assembly 51, the floor slab, and the lateral force resisting substructure 60, rather than being borne solely by the permanent steel structure modular box 71.

[0066] Through the aforementioned structure, the steel formwork composite component 51 transforms the permanent steel structure module box 71 from a simple building module into a composite load-bearing component within the main structure. On one hand, this enhances the vertical load-bearing capacity and overall integrity of the standard module layer; on the other hand, it reduces the dual structural occupancy between the traditional embedded module and the main structure, thereby improving the effective use of building space.

[0067] Based on the above specific embodiments, in some optional implementations, the steel-concrete composite column 52 is disposed within the transfer strengthening truss layer 20 and the transition layer 30. The steel-concrete composite column 52 may include a steel pipe column 521 containing a H-shaped end column 522, a reinforcing cage disposed within the steel pipe column 521, and concrete poured within the steel pipe column 521.

[0068] The steel pipe column 521 containing the H-shaped end columns 522 includes two H-shaped end columns 522 arranged opposite each other and a side wall portion connecting the two H-shaped end columns 522. The two H-shaped end columns 522 and the side wall portion together enclose an internal casting cavity. A reinforcing cage is placed inside the internal casting cavity, and concrete is poured into the internal casting cavity. Each H-shaped end column 522 includes an outer wall and an intermediate connecting wall disposed within the outer wall. The outer wall and the intermediate connecting wall together enclose two end column cavities, so that the cross-section of the H-shaped end column 522 forms a H-shaped structure.

[0069] The upper end of the steel-concrete composite column 52 can be connected to the corresponding steel formwork assembly 51 in the first standard module layer 10, and the lower end of the steel-concrete composite column 52 can be connected to the corresponding steel formwork assembly 51 in the second standard module layer 40. Through this connection, the steel-concrete composite column 52 located in the transition strengthening truss layer 20 and the transition layer 30 can form a vertical force transmission transition structure between the upper and lower standard module layers, so that the steel formwork assembly 51 in the upper and lower standard module layers can maintain continuous force transmission in the transition strengthening area.

[0070] In some specific implementations, the reinforcing cage within the steel pipe column 521 can be formed by extending all or part of the reinforcing cage in the steel formwork composite member 51 connected to the steel-concrete composite column 52. That is, the reinforcing bars within the steel formwork composite member 51 in the standard module layer can extend upwards or downwards into the steel pipe column 521 within the transfer strengthening truss layer 20 and the transition layer 30, thereby enhancing the continuity of the connection between the steel formwork composite member 51 and the steel-concrete composite column 52. This arrangement helps ensure the reliable transfer of vertical loads and nodal forces between the upper and lower members.

[0071] In one specific implementation, a grouting hole 523 can be provided on the inner wall of the H-shaped end column 522 facing the internal casting cavity. The grouting hole 523 connects the internal casting cavity and the end column cavity of the H-shaped end column 522, allowing concrete poured into the internal casting cavity to enter the end column cavity through the grouting hole 523, thereby improving the sufficiency of concrete filling inside the H-shaped end column 522. The location and number of grouting holes 523 can be determined based on the dimensions of the H-shaped end column 522, the arrangement of the end column cavity, the flowability of the concrete, and the pouring process. Through this grouting hole 523, the H-shaped end column 522 can form a more complete combined stress relationship with the concrete in the internal casting cavity, thereby improving the load-bearing capacity and joint reliability of the steel-concrete composite column 52 in the transition and strengthening area.

[0072] In some alternative implementations, studs 524 can also be installed on the inner wall of the steel pipe column 521. The studs 524 enhance the connection between the steel pipe column 521 and the internal concrete, allowing them to better share the load. The location, number, and spacing of the studs 524 can be determined based on structural calculations; in locations with lower load requirements, studs 524 may not be required.

[0073] The steel-concrete composite column 52, including the end column 522, can also provide a connection foundation for the transfer stiffening truss 80. The upper chord 81, lower chord 82, and at least some of the diagonal web members 83 of the transfer stiffening truss 80 can be connected to the steel-concrete composite column 521. Since the transfer stiffening truss 80 may transmit a large concentrated force to the steel-concrete composite column 52 at the nodes, in the subsequent specific connection structure, a node tie key 84 can be provided at the connection between the steel-concrete composite column 521 and the transfer stiffening truss 80 to facilitate the transmission and diffusion of the truss concentrated force into the interior of the steel-concrete composite column 52.

[0074] Through the above configuration, the steel-concrete composite column 52 containing the sun-shaped end column 522 can simultaneously achieve three functions: First, it serves as a vertical transition member between the steel formwork composite members 51 in the upper and lower standard module layers, ensuring continuous transmission of vertical loads; second, it serves as a connecting support member of the transfer strengthening truss 80, ensuring reliable connection between the truss members and the composite column; third, it forms a composite load-bearing structure through the steel-concrete composite column 521, the reinforcing cage, and the concrete, improving the bearing capacity and node reliability of the transfer strengthening truss layer 20 and the transition layer 30 area.

[0075] Based on the specific embodiments described above, in some optional implementations, the transfer strengthening truss layer 20 includes multiple transfer strengthening trusses 80. The transfer strengthening trusses 80 can be arranged between adjacent horizontally aligned steel-concrete composite columns 52, or between the steel-concrete composite columns 52 and the lateral force resisting substructure 60. Through this arrangement, the transfer strengthening trusses 80 can form horizontal force transmission members within the transfer strengthening truss layer 20, distributing at least a portion of the gravity load transmitted from the upper modular floor 70 to the composite frame and the lateral force resisting substructure 60.

[0076] The transfer stiffening truss 80 may include an upper chord 81, a lower chord 82, and a diagonal web member 83 connecting the upper chord 81 and the lower chord 82. The upper chord 81 and the lower chord 82 extend along the length of the transfer stiffening truss 80, and the diagonal web member 83 is disposed between the upper chord 81 and the lower chord 82 to transfer axial force and shear force between them. The diagonal web member 83 may be a single diagonal member, a cross diagonal member, a V-shaped member, an inverted V-shaped member, or other truss web member forms. The specific arrangement can be determined based on the truss span, load size, building bay, and structural calculation results.

[0077] In one specific implementation, the top chord 81, the bottom chord 82, and at least some of the diagonal web members 83 are connected to the steel tube column 521. Here, "at least some of the diagonal web members 83" can be diagonal web members 83 located at the ends of the transfer stiffening truss 80, or diagonal web members 83 in the node area near the steel tube concrete column 52. In other words, it is not required that all diagonal web members 83 in the transfer stiffening truss 80 be directly connected to the steel tube column 521; as long as the diagonal web members 83 participating in the nodal force transmission can form a connection with the steel tube column 521, it is sufficient. This approach adapts to different truss forms and avoids unnecessary restrictions on the connection method of the diagonal web members 83.

[0078] The transition stiffening truss 80 and the steel pipe column 521 can be connected by welding, bolting, connecting plate connection, gusset plate connection, or a combination thereof. At the connection point, the steel pipe column 521 can be equipped with a node tie key 84. The node tie key 84 is located at the connection point between the steel pipe column 521 and the transition stiffening truss 80 to enhance the transmission and diffusion of concentrated forces transmitted from the truss members within the steel pipe column 521. The node tie key 84 can be connected to the wall panel of the steel pipe column 521 and extend into or anchor to the concrete area of ​​the steel-concrete composite column 52 to improve the overall load-bearing capacity of the joint area; if the load requirement at the connection point is low or the existing connection structure can meet the load transmission requirements, a node tie key may not be required.

[0079] In some alternative implementations, the node tie keys 84 can be located at the connection points between the upper chord 81 and the steel tube column 521, the lower chord 82 and the steel tube column 521, and / or at least some of the diagonal web members 83 and the steel tube column 521. The number, size, and arrangement of the node tie keys 84 can be determined based on the axial force, shear force, bending moment, and local stress state of the node transmitted from the conversion stiffening truss 80 to the steel tube concrete column 52. The node tie keys 84 can be tie plates, stiffening plates, shear keys, anchors, or combinations thereof, as long as they can enhance the reliability of internal force transmission between the truss members and the steel tube concrete column 52.

[0080] When the transfer strengthening truss 80 is connected between the steel-concrete composite column 52 and the lateral force resisting substructure 60, one end of the transfer strengthening truss 80 can be connected to the steel-concrete composite column 52, and the other end can be connected to the shear wall, core tube, frame column, bracing frame, or corresponding connecting member in the lateral force resisting substructure 60. Embedded steel members, connecting steel plates, gusset plates, or other connecting structures can be installed at the lateral force resisting substructure 60 to reliably connect with the transfer strengthening truss 80. Through this connection, the transfer strengthening truss 80 can distribute the load from the standard module layer to the lateral force resisting substructure 60, allowing the lateral force resisting substructure 60 and the composite frame to jointly participate in load-bearing.

[0081] Through the aforementioned conversion-strength truss 80 and node tie keys 84, the conversion-strength truss layer 20 can form an effective load transfer and distribution path within the building plan. The vertical load from the upper standard module layer can be transferred to the steel-concrete composite column 52 and the lateral force resisting substructure 60 through the conversion-strength truss 80. The node tie keys 84 can improve the reliability of the transmission and diffusion of concentrated forces in the truss members within the steel-concrete composite column 52, thereby reducing local stress concentration at the nodes and improving the overall load-bearing performance of the conversion-strength truss layer 20.

[0082] Based on the specific embodiments described above, in some optional implementations, the transfer-strength truss layer 20 and the module floor 70 above it can be connected by a core column grouting joint. The core column grouting joint is used to achieve a reliable connection between the transfer-strength truss layer 20 and the column base of the upper permanent steel structure module box 71, so that the axial force, shear force and bending moment transmitted from the upper module floor 70 can be transferred to the transfer-strength truss layer 20 and the structure below it.

[0083] The transfer-strength truss layer 20 includes a transfer beam 85 and a truss layer floor 86. The core column grouting node includes a support plate 91 mounted on the transfer beam 85, a core column mounted on the support plate 91, and a column-mounted connecting box 93 at the base of the permanent steel structure module box 71 in the modular floor 70. The support plate 91 is mounted on the transfer beam 85, and its top surface elevation is flush with the top surface elevation of the truss layer floor 86 of the transfer-strength truss layer 20. The support plate 91 provides a supporting foundation for the permanent steel structure module box 71 above it and provides an installation position for the core column.

[0084] The core column is mounted on the support plate 91 and extends upwards along the building height. The column-mounted connecting box 93 is positioned at the base of the upper permanent steel structure module box 71. After the upper permanent steel structure module box 71 is hoisted into place, the column-mounted connecting box 93 is fitted over the core column, creating a gap between the connecting box 93 and the core column, which is filled with grout. After the grout has cured, the core column, the column-mounted connecting box 93, and the grout together form a node connection structure, ensuring a reliable connection between the base of the upper permanent steel structure module box 71 and the transfer strengthening truss layer 20.

[0085] In some specific implementations, the column-mounted connection box 93 includes an upper sealing plate 931, a lower sealing plate 932, and a side wall portion 933 connecting the upper sealing plate 931 and the lower sealing plate 932. The upper sealing plate 931, the lower sealing plate 932, and the side wall portion 933 together define the grouting space of the column-mounted connection box 93. The core column extends into this grouting space, and the grout fills the column-mounted connection box 93, located within the space enclosed by the outer circumference of the core column body 921, the upper sealing plate 931, the lower sealing plate 932, and the side wall portion 933. Through this structure, the grout is constrained by the column-mounted connection box 93, which can create a better compressive state within the node, thereby improving the node's load-bearing capacity and deformation coordination ability.

[0086] The core column may include a column body 921, a head plate 922 disposed at the top of the column body 921, and a BM plate 923 disposed at the bottom of the column body 921. The BM plate 923 can be understood as a plate connected to the bottom of the core column and used for connection with the support plate 91. In one specific implementation, the BM plate 923 is welded to the support plate 91 after installation and leveling to ensure the positional accuracy of the core column relative to the support plate 91 and the reliability of the connection. The head plate 922 is disposed at the top of the column body 921 and can be used to close the end of the column body 921, forming a nodal load-bearing structure in conjunction with the grouting material and the column under-base connection box 93.

[0087] After the column-mounted connecting box 93 is fitted onto the outside of the core column, a continuous stress-bearing medium is formed between the core column and the column-mounted connecting box 93 through grouting material. After the grouting material cures, it can transfer the axial force, shear force, and bending moment experienced by the column-mounted connecting box 93 to the core column, and then from the core column to the transfer strengthening truss layer 20 via the BM plate 923, the support plate 91, and the transfer beam 85. At the same time, the upper sealing plate 931, the lower sealing plate 932, and the side wall portion 933 of the column-mounted connecting box 93 constrain the grouting material, which helps to improve the bearing capacity of the grouting material and the overall stiffness of the joint.

[0088] In some optional implementations, the column-mounted connection box 93 can be set according to the connection requirements at the bottom of a single permanent steel structure module box 71 or at the bottom of adjacent columns of two adjacent permanent steel structure module boxes 71. When corresponding to a single module column conversion node, the column-mounted connection box 93 can correspond to the bottom of a single module column 711; when corresponding to a double module column conversion node, the column-mounted connection box 93 can correspond to the bottom of two adjacent module columns 711. Regardless of whether a single module column conversion node or a double module column conversion node is used, a reliable connection between the upper module floor 70 and the conversion strengthening truss layer 20 can be achieved through the cooperation between the core column, the column-mounted connection box 93, and the grouting material. Here, the bottom of the permanent steel structure module box 71 can be understood as the bottom of the module column 711 or the bottom of the module end column in the upper permanent steel structure module box 71; after the subsequent reinforcement cage is set and the concrete is poured, the bottom of the module column 711 or the bottom of the module end column can form an integrated force relationship with the corresponding steel formwork composite member 51. The module column 711 refers to the column-shaped steel component that is vertically arranged in the permanent steel structure module box 71, including the module end column located at the corner or end of the module box.

[0089] Through the aforementioned core column grouting joint, the upper permanent steel structure module box 71 can form a prefabricated connection with the transfer and strengthening truss layer 20 after hoisting into place. The support plate 91 provides the module support surface, the core column provides the node positioning and force transmission component, and the column-mounted connecting box 93 provides the grouting constraint space. The grout material forms a continuous bearing and force transmission medium between the core column and the column-mounted connecting box 93. This joint structure helps improve the connection reliability after module hoisting, enabling the load of the upper standard module layer to be stably transferred to the transfer and strengthening truss layer 20, and further transferred to the composite frame and lateral force resisting substructure 60.

[0090] See Figure 8 The flowchart of the construction method shown in this application also provides a construction method for a building hybrid structure system containing permanent steel structure modular boxes. This construction method is applicable to the building hybrid structure system in any of the foregoing embodiments. The construction logic of this method can be summarized as follows: first, the lower standard modular layer and the lateral force resisting substructure 60 are formed layer by layer; then, the transition layer 30 and the conversion strengthening truss layer 20 are constructed above it; subsequently, the upper standard modular layer is constructed. When multiple conversion strengthening truss layers 20 need to be set in the building height direction, the completed upper standard modular layer is used as the standard modular layer below the next conversion strengthening truss layer 20 for continued construction.

[0091] Specifically, the construction method includes the following steps.

[0092] Step S1: Construct the second standard module layer 40 and the lateral force resisting substructure 60 layer by layer from bottom to top.

[0093] In step S1, the construction team first hoists and positions multiple permanent steel structure modular boxes 71 at the floor to be constructed, assembling the multiple permanent steel structure modular boxes 71 horizontally, and stacking different modular floors 70 layer by layer along the building height. For each modular floor 70, concrete can be poured into the steel formwork 513 containing a reinforcing cage, so that the steel formwork 513, the reinforcing cage, and the cast-in-place concrete together form a steel formwork composite component 51. Within this modular floor 70, the top of the permanent steel structure modular box 71, the steel formwork composite component 51, and the lateral force resisting substructure 60 are connected by floor slabs to form an integral load-bearing unit.

[0094] Step S2: Construct a transition layer 30 and a conversion reinforcement truss layer 20 above the second standard module layer 40, and install steel tube concrete columns 52 so that the lower end of the steel tube concrete columns 52 is connected to the corresponding steel formwork composite member 51 in the second standard module layer 40.

[0095] After the construction of several modular floors 70 of the second standard modular floor 40 is completed, a transition layer 30 and a transfer reinforcement truss layer 20 are constructed above it. The transition layer 30 is used to provide a structural transition space between the standard modular floor and the transfer reinforcement truss layer 20, so that the lower steel formwork composite member 51 can be connected to the steel tube concrete column 52 in the transfer reinforcement area.

[0096] In step S2, the concrete-filled steel tube column 52 is installed within the transfer stiffening truss layer 20 and the transition layer 30. During installation, the lower end of the concrete-filled steel tube column 52 is aligned with and connected to the corresponding steel formwork assembly member 51 in the second standard module layer 40. This connection can be achieved through methods such as extending the reinforcing cage, connecting steel components, nodal connections, or continuous concrete pouring. In this way, the vertical load-bearing members in the second standard module layer 40 can form a continuous force transmission relationship with the concrete-filled steel tube column 52, providing a reliable vertical support foundation for the subsequent load-bearing of the transfer stiffening truss layer 20.

[0097] Step S3: Install multiple conversion strengthening trusses 80 within the conversion strengthening truss layer 20, so that the conversion strengthening trusses 80 are connected between adjacent steel tube concrete columns 52, or between the steel tube concrete columns 52 and the lateral force resisting substructure 60.

[0098] In step S3, multiple transfer stiffening trusses 80 are installed into the transfer stiffening truss layer 20. The transfer stiffening trusses 80 can be prefabricated as a whole or in sections in the factory and then transported to the site, where they are installed by means of hoisting, assembly, welding, bolting or connecting plate connection.

[0099] Partial transfer-strength trusses 80 can be connected between adjacent steel-concrete composite columns 52, forming horizontal transfer force transmission components within the composite frame; another portion of the transfer-strength trusses 80 can be connected between the steel-concrete composite columns 52 and the lateral force-resisting substructure 60, allowing the lateral force-resisting substructure 60 to participate in bearing and distributing the loads transmitted from the upper modular floor 70. Through this arrangement, the transfer-strength truss layer 20 can form a load transfer and distribution path within the building plan.

[0100] Step S4: Construct the steel-concrete composite column 52, the floor slab connection, and the lateral force resisting substructure 60 in sequence to form the load-bearing system of the transfer strengthening truss layer 20 and the transition layer 30.

[0101] In step S4, after assembling the steel-concrete composite column 52, the transfer strengthening truss 80, and related steel beams, the steel-concrete composite column 52 is poured, the floor slab connection is constructed, and the lateral force resisting substructure 60 is constructed in sequence. After the steel-concrete composite column 52 is poured, the steel column 521, the reinforcing cage inside it, and the concrete form a combined load-bearing component; after the floor slab connection is constructed, the steel beams in the transfer strengthening truss layer 20, the transfer strengthening truss 80, the steel-concrete composite column 52, and the truss layer floor slab 86 are integrally connected; after the lateral force resisting substructure 60 is constructed, the lateral force resisting substructure 60 further forms an integral whole with the transfer strengthening truss layer 20 and the combined frame.

[0102] After construction in step S4, the conversion and strengthening truss layer 20 and the transition layer 30 are no longer just an assembly of several independent steel components, but form an integrated load-bearing system capable of bearing, converting, and distributing loads. This system can provide a supporting foundation for the subsequent construction of the first standard module layer 10.

[0103] Step S5: Construct the first standard module layer 10 layer by layer above the conversion and strengthening truss layer 20, and connect the corresponding steel formwork composite member 51 in the first standard module layer 10 to the upper end of the steel tube concrete column 52.

[0104] In step S5, the permanent steel structure module boxes 71 are hoisted and constructed above the conversion and strengthening truss layer 20, forming the first standard module layer 10 layer by layer. For each module floor 70 in the first standard module layer 10, the permanent steel structure module boxes 71 can be horizontally spliced ​​and vertically stacked in the same way as in step S1, and form an integral load-bearing unit through the steel formwork shell 513, the reinforcing cage, the cast-in-place concrete, and the cast-in-place concrete floor slab.

[0105] The steel formwork assembly 51 at the bottom or corresponding position of the first standard module layer 10 is connected to the upper end of the steel-concrete composite column 52. In this way, the load in the first standard module layer 10 can be transferred downward along the vertical force transmission path formed by the steel formwork assembly 51 and the steel-concrete composite column 52, or it can be converted and distributed to the composite frame and the lateral force resisting substructure 60 through the conversion strengthening truss layer 20.

[0106] When multiple transfer-strength truss layers 20 are installed along the building height direction, the first standard module layer 10, which has been completed and is located above the current transfer-strength truss layer 20, can be used as the second standard module layer 40 below the next transfer-strength truss layer 20, and steps S2 to S5 can be repeated. This forms multiple transfer-strength units along the building height direction, allowing the loads in the super high-rise modular building to be transferred and distributed at different heights, rather than continuously accumulating to the bottom module components.

[0107] In the above construction method, the permanent steel structure module box 71, the transfer strengthening truss 80, and the steel beams within the transfer strengthening truss layer 20 can be prefabricated as a whole or in sections in the factory and then transported to the construction site for assembly. By combining factory prefabrication and on-site assembly, on-site wet work and temporary formwork work can be reduced, construction efficiency can be improved, and the manufacturing precision of the transfer strengthening truss 80 and the module box can be guaranteed.

[0108] In the above method embodiment, step S5 involves the connection between the first standard module layer 10 and the conversion strengthening truss layer 20. The construction method of the core column grouting node is further described below.

[0109] When grouting the core column joint between the construction transfer and strengthening truss layer 20 and the module floor 70 above it, a support plate 91 can be first installed on the transfer beam 85 of the transfer and strengthening truss layer 20. The support plate 91 serves as the supporting foundation for the permanent steel structure module box 71 above, and its top surface elevation can be flush with the top surface elevation of the truss floor slab 86 of the transfer and strengthening truss layer 20, so that the module floor 70 above can be stably placed on the transfer and strengthening truss layer 20 after hoisting.

[0110] Subsequently, the core column is placed on the support plate 91. The core column includes a column body 921 and a BM plate 923 located at the bottom of the column body 921. The BM plate 923 is a plate connected to the bottom of the core column and used for connection with the support plate 91. During construction, the BM plate 923 can be installed and leveled first to ensure that the core column meets the module hoisting positioning requirements in both planar and vertical positions. Then, the BM plate 923 is welded to the support plate 91. Through this leveling and welding operation, the core column can form a stable and accurate node positioning component before the permanent steel structure module box 71 above is hoisted.

[0111] Next, the permanent steel structure module box 71 is hoisted, so that the column-mounted connecting box 93 at the column base of the permanent steel structure module box 71 is fitted onto the outside of the core column. The column base of the permanent steel structure module box 71 can be understood as the bottom of the module column 711 within the permanent steel structure module box 71. The module column 711 is a vertical steel member within the frame of the permanent steel structure module box 71 itself. It is correspondingly installed at the node connection with the column-mounted connecting box 93, and forms an integrated load-bearing relationship with the steel formwork assembly 51 during subsequent construction.

[0112] After the permanent steel structure module box 71 is hoisted into place, its position, elevation, and verticality are calibrated. Once the permanent steel structure module box 71 is calibrated and deemed qualified, grout is injected into the gap between the column-mounted connecting box 93 and the core column. After the grout fills and cures, the core column, the column-mounted connecting box 93, and the grout form a continuous force transmission structure, allowing the axial force, shear force, and bending moment at the bottom of the upper module column 711 to be transmitted through the column-mounted connecting box 93, the grout, and the core column to the support plate 91, the transfer beam 85, and the transfer reinforcing truss layer 20.

[0113] Through the above construction process, the core column plays a positioning and guiding role during the module hoisting stage, and after the grout has solidified, it becomes the connecting medium for transferring loads. The column-mounted connecting box 93 constrains the grout, giving it a better bearing capacity within the node, thereby improving the reliability of the connection between the transfer strengthening truss layer 20 and the upper module floor 70.

[0114] In the above method embodiment, steps S2 and S4 involve the installation and pouring of the steel-concrete composite column 52. The construction method of the steel-concrete composite column 52 is further described below.

[0115] When constructing the steel-concrete composite column 52, the steel-concrete composite column 521 containing the H-shaped end column 522 can be installed first within the transfer strengthening truss layer 20 and the transition layer 30. When installing the steel-concrete composite column 521 containing the H-shaped end column 522, its lower end is connected to the corresponding steel formwork assembly 51 in the second standard module layer 40, and its upper end is reserved for connection to the corresponding steel formwork assembly 51 in the first standard module layer 10. Through this installation relationship, the steel-concrete composite column 521 containing the H-shaped end column 522 can support the vertical load-bearing components of the upper and lower standard module layers within the transfer strengthening truss layer 20 and the transition layer 30.

[0116] Subsequently, the reinforcing cage within the steel formwork assembly 51, which is connected to the concrete-filled steel tube column 52, is extended, either wholly or partially, into the steel tube column 521 containing the H-shaped end column 522. Specifically, the reinforcing cage in the lower second standard module layer 40 can extend upwards into the steel tube column 521, and the reinforcing cage in the upper first standard module layer 10 can also extend downwards or be connected to the reinforcing cage within the steel tube column 521 via a connecting structure. Through the extension or connection of the reinforcing cage, a more continuous reinforcing stress path can be formed between the steel formwork assembly 51 and the concrete-filled steel tube column 52.

[0117] After the steel pipe column 521 is installed and the reinforcing cage is arranged, concrete is poured into the steel pipe column 521 containing the H-shaped end column 522. The concrete first enters the pouring cavity inside the column and wraps around the reinforcing cage; simultaneously, the concrete can enter the end column cavity of the H-shaped end column 522 through the grouting hole 523 on the inner side wall of the end column 522. The grouting hole 523 connects the pouring cavity inside the column and the end column cavity, allowing the end column cavity to be fully filled with concrete and avoiding insufficient filling areas due to the enclosed space of the end column cavity.

[0118] Furthermore, studs 524 can be installed on the inner wall of the 522-shaped end column. After the studs 524 are combined with the concrete, they enhance the synergistic stress distribution between the steel pipe column 521 wall panel and the internal concrete. Once the concrete reaches its design strength, the steel pipe column 521, the reinforcing cage, and the concrete together form a steel-concrete composite column 52. This composite column can both create a vertical force transfer transition between the upper and lower standard module layers and serve as a nodal foundation for connecting and distributing loads in the transfer strengthening truss 80 members.

[0119] Through the above construction method, the steel-concrete composite column 52 can form a load-bearing member with high strength and good integrity within the transfer strengthening truss layer 20 and the transition layer 30. Since its internal reinforcing cage has an extension or connection relationship with the upper and lower steel formwork composite members 51, and the end column cavity of the H-shaped end column 522 can be filled with concrete through the grouting hole 523, the composite column can more reliably transfer the vertical load between the upper and lower standard module layers and bear the concentrated force transmitted from the transfer strengthening truss 80.

[0120] In the above method embodiments, the permanent steel structure module box 71, the conversion strengthening truss 80, and the steel beams in the conversion strengthening truss layer 20 can be constructed by a combination of factory prefabrication and on-site assembly.

[0121] Specifically, before on-site construction, the permanent steel structure module box 71 can be fabricated in the factory, and the permanent steel structure module box 71 can be made into an integral module according to transportation conditions, hoisting capacity, and on-site assembly conditions. The steel beams of the transfer strengthening truss 80 and the transfer strengthening truss layer 20 can also be prefabricated as a whole or in sections in the factory. For the transfer strengthening truss 80 with a large span or transportation restrictions, it can be divided into several truss sections and transported to the construction site, and then assembled into an integral truss on-site by welding, bolting, or connecting plate connection.

[0122] During on-site construction, the permanent steel structure module box 71 can be hoisted into place layer by layer according to the construction floors in steps S1 and S5. The conversion strengthening truss 80 and steel beams can be hoisted into the conversion strengthening truss layer 20 in step S3 and connected to the steel tube concrete column 52, the lateral force resisting substructure 60, or adjacent steel components. After assembly, the steel tube concrete column 52 is poured, the floor slab connection is constructed, and the lateral force resisting substructure 60 is concrete-filled according to step S4.

[0123] By combining factory prefabrication with on-site assembly, a significant amount of steel component processing and temporary assembly work can be reduced on the construction site. The dimensional accuracy of the conversion reinforcement truss 80, steel beams, and permanent steel structure module boxes 71 is also easier to control. For high-rise or super high-rise modular buildings, this construction method can improve on-site construction efficiency and help ensure the installation quality of nodes in the conversion reinforcement area.

[0124] The following example, a modular steel structure building exceeding 100m in height, illustrates the application of the aforementioned hybrid structural system in super high-rise buildings.

[0125] In this supertall building, the main structure may include a lateral force-resisting substructure located in the central or partial area of ​​the building plan, and multiple permanent steel structural module boxes arranged around the lateral force-resisting substructure. The lateral force-resisting substructure can be selected from concrete core tube structures, concrete frame-shear wall structures, steel frame-braced structures, or composite frame-shear wall structures, depending on the building plan and load requirements. For example, in supertall buildings with a concentrated core tube arrangement, the concrete core tube can be used as the main lateral force-resisting substructure; in buildings with a more expansive plan, it can also be combined with shear walls, braced frames, or composite frame structures to jointly bear lateral forces.

[0126] Along the building's height, transfer-strength truss layers can be installed at one or more floors. For super high-rise buildings, transfer-strength truss layers can be located on the floors containing refuge floors. Refuge floors typically have relatively large structural floor heights or limited conventional usable space. Placing transfer-strength truss layers on refuge floors provides space for the transfer-strength trusses, transfer beams, and joint structures, while minimizing the impact on standard residential, office, or usable floors.

[0127] A transition layer is provided below each transfer-strength truss layer. Taking a particular transfer-strength truss layer as a reference, several modular floors above that layer constitute a first standard modular layer, and several modular floors below it constitute a second standard modular layer. It should be noted that the first and second standard modular layers are simply named relative to the vertical position of the transfer-strength truss layer and do not indicate that they use different types of modular boxes. In cases where multiple transfer-strength truss layers are provided along the building height, a standard modular layer above a lower transfer-strength truss layer can simultaneously serve as a standard modular layer below another transfer-strength truss layer above it.

[0128] Between two adjacent conversion-strength truss layers, an embedded stacked box-type floor area can be arranged, consisting of multiple modular floors. The permanent steel structure modular boxes within this embedded stacked box-type floor area are spliced ​​horizontally and stacked vertically. Within each modular floor, the steel formwork of the permanent steel structure modular box, together with the reinforcing cage and cast-in-place concrete, forms a steel formwork composite column or steel formwork composite wall, and is connected to the lateral force-resisting substructure through floor slabs to form an integral load-bearing unit. Thus, the modular boxes within the embedded stacked box-type floor area do not exist as detachable or isolated building units, but rather participate in the main structure's load-bearing as permanent structural units.

[0129] Steel-concrete composite columns are installed within the transition and strengthening truss layers. These columns can be placed at the end positions of the original concrete shear wall scheme, around the core tube, at the module splicing boundary, or other suitable locations to bear the transition loads. Since these locations typically require vertical load-bearing members, placing steel-concrete composite columns in these locations reduces the number of additional structural columns protruding into the interior space, thus minimizing the impact on the building's usable floor area.

[0130] Transfer-strength trusses can connect adjacent concrete-tube steel (CBST) columns or between CBST columns and lateral force-resisting substructures. When a super high-rise building is subjected to vertical loads and horizontal loads such as wind loads and seismic forces, at least a portion of the gravity load in the upper standard modular layer is first transferred to the transfer-strength truss layer, and then transferred and distributed by the transfer-strength truss to the CBST columns and lateral force-resisting substructures. Simultaneously, the modular end columns or steel formwork composite members corresponding vertically to the CBST columns can also form a continuous force transmission relationship with the CBST columns through connection structures such as core column grouting nodes. Therefore, the building's vertical loads have both a locally continuous force transmission path and can be graded and distributed through the transfer-strength truss layer.

[0131] During construction, the permanent steel structure modular boxes, transfer reinforcement trusses, and steel beams within the transfer reinforcement truss layers can be prefabricated as a whole or in sections in the factory and then transported to the construction site. On-site, the permanent steel structure modular boxes are first hoisted and assembled layer by layer, followed by the construction of the steel formwork composite components, floor slab connection structures, and lateral force resisting substructures for the corresponding modular floors. When construction reaches the refuge floor or other predetermined transfer floor locations, the transition layer, steel-concrete composite columns, transfer reinforcement trusses, and transfer beams are installed, and the pouring of the steel-concrete composite columns, floor slab connection construction, and lateral force resisting substructure concrete construction are completed. Subsequently, permanent steel structure modular boxes continue to be hoisted above the transfer reinforcement truss layer, and a reliable connection between the upper modular floors and the transfer reinforcement truss layer is achieved through connection methods such as core column grouting joints.

[0132] Through the above application method, the vertical components of the modules in super high-rise buildings do not need to continuously bear the cumulative gravity load from all the module floors above them. Instead, the transfer and strengthening truss layers set along the height direction can transfer and distribute the module floor loads in stages at different height positions, so that the load is transferred to the composite frame and the lateral force resisting substructure. In this way, the cross-sectional dimensions of the vertical components of the permanent steel structure module box can be controlled, and the encroachment of the effective interior space by structural components is correspondingly reduced.

[0133] Meanwhile, because the steel formwork of the permanent steel structure modular box participates in the formation of steel formwork composite columns or steel formwork composite walls, the modular box forms an integral connection with the floor slab and lateral force resisting substructure, thus improving the problem of "individual forces and lack of coordination" between traditional embedded modules and the main structure. For super high-rise modular buildings over 100m, this application method can balance modular construction efficiency, structural lateral resistance performance, vertical bearing capacity, and building space utilization.

[0134] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any person skilled in the art can easily conceive of various equivalent modifications or substitutions within the technical scope disclosed in this application, and these modifications or substitutions should all be covered within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

Claims

1. A building hybrid structure system containing permanent steel structure modular boxes, characterized in that, The hybrid structural system includes a first standard module layer, a transfer and strengthening truss layer, a transition layer, and a second standard module layer arranged sequentially from top to bottom along the building height direction; The hybrid structural system also includes a composite frame and a lateral force resisting substructure. The composite frame includes steel formwork composite components and steel tube concrete columns. The steel formwork composite components are steel formwork composite columns and / or steel formwork composite walls. Both the first standard module layer and the second standard module layer include multiple module floors stacked vertically. Each module floor includes multiple permanent steel structure module boxes spliced ​​together horizontally. The steel formwork assembly is formed by combining the steel formwork of the permanent steel structure module box, the steel reinforcement cage inside the steel formwork, and the cast-in-place concrete. The steel formwork assemblies of adjacent module floors along the building height direction are connected to each other to form a continuous load-bearing structure that runs through each module floor. The top of the permanent steel structure module box, the steel formwork assembly, and the lateral force resisting substructure in the same module floor are connected by floor slabs to form an integral load-bearing unit. The steel-concrete composite column is located within the conversion-strengthened truss layer and the transition layer, and along the building height direction, the upper and lower ends of the steel-concrete composite column are respectively connected to the corresponding steel formwork composite members to form a vertical force transmission path. The conversion-strength truss layer includes multiple conversion-strength trusses, each of which is connected at both ends to adjacent steel-concrete composite columns in the horizontal direction, or to the steel-concrete composite columns and the lateral force resisting substructure. The plurality of conversion-strengthened trusses, the composite frame, and the lateral force resisting substructure together constitute a collaborative force-bearing system. The plurality of conversion-strengthened trusses are configured to jointly bear at least part of the gravity load of the first standard module layer and transfer the gravity load to the steel-concrete composite column and the lateral force resisting substructure connected thereto.

2. The building hybrid structure system containing permanent steel structure modular boxes according to claim 1, characterized in that, The first standard module layer, the conversion reinforcement truss layer, the transition layer, and the second standard module layer constitute a conversion reinforcement unit, and the hybrid structural system includes multiple conversion reinforcement units arranged along the building height direction.

3. The building hybrid structure system containing permanent steel structure modular boxes according to claim 1, characterized in that, The steel formwork assembly is formed inside a single permanent steel structure module box, and / or in an enclosed area between two adjacent permanent steel structure module boxes in the horizontal direction.

4. The building hybrid structure system containing permanent steel structure modular boxes according to claim 1, characterized in that, The steel-concrete composite column includes a steel pipe column with a sun-shaped end column, a reinforcing cage installed inside the steel pipe column, and concrete poured inside the steel pipe column; the inner side wall of the steel pipe column is provided with grouting holes and studs, and the reinforcing cage inside the steel pipe column is formed by extending all or part of the reinforcing cage in the steel formwork assembly connected to the steel-concrete composite column.

5. The building hybrid structure system containing permanent steel structure modular boxes according to claim 4, characterized in that, The conversion-strength truss includes an upper chord, a lower chord, and diagonal web members connecting the upper chord and the lower chord. The upper chord, lower chord, and diagonal web members are all connected to the steel pipe column.

6. The building hybrid structure system containing permanent steel structure modular boxes according to claim 1, characterized in that, The conversion-strength truss layer is connected to the module floor above it via a core column grouting node. The conversion-strength truss layer also includes a conversion beam and a floor slab. The core column grouting node includes a support plate set on the conversion beam, a core column set on the support plate, and a column-mounted connecting box at the bottom of the permanent steel structure module box of the module floor. The column-mounted connecting box is fitted outside the core column, and the gap between the column-mounted connecting box and the core column is filled with grout.

7. The building hybrid structure system containing permanent steel structure modular boxes according to claim 6, characterized in that, The column-mounted connection box includes an upper sealing plate, a lower sealing plate, and a side wall portion connecting the upper sealing plate and the lower sealing plate; the core column includes a column body, a head plate disposed at the top of the column body, and a BM plate disposed at the bottom of the column body; the grouting material fills the column-mounted connection box and is located within the space enclosed by the outer circumference of the column body, the upper sealing plate, the lower sealing plate, and the side wall portion; the BM plate is fixedly connected to the support plate.

8. A construction method for a building hybrid structure system containing permanent steel structure modular boxes as described in any one of claims 1 to 7, characterized in that, include: S1, construct the second standard module layer and the lateral force resisting substructure layer by layer from bottom to top; for each module floor, multiple permanent steel structure module boxes are spliced ​​in the horizontal direction, and concrete is poured in the steel formwork shell with built-in steel cage to form a steel formwork shell composite component, and the top of the permanent steel structure module box, the steel formwork shell composite component and the lateral force resisting substructure in the module floor are connected by the floor slab to form the overall load-bearing unit of the module floor; S2, construct a transition layer and a conversion reinforcement truss layer above the second standard module layer, install steel tube concrete columns, and connect the lower end of the steel tube concrete columns to the corresponding steel formwork composite component in the second standard module layer; S3, Install multiple conversion strengthening trusses in the conversion strengthening truss layer, so that the conversion strengthening trusses are connected between adjacent steel tube concrete columns, or between steel tube concrete columns and lateral force resisting substructures; S4, the steel pipe concrete column pouring, floor slab connection construction and lateral force resisting substructure concrete construction are carried out in sequence to form the force system of the conversion strengthening truss layer and the transition layer; S5, construct the first standard module layer layer by layer above the conversion and strengthening truss layer, and connect the corresponding steel formwork assembly in the first standard module layer to the upper end of the steel tube concrete column. When multiple conversion reinforcement truss layers are set along the building height direction, the first standard module layer that has been constructed and is located above the current conversion reinforcement truss layer is used as the second standard module layer below the next conversion reinforcement truss layer, and S2 to S5 are repeated.

9. The construction method according to claim 8, characterized in that, When constructing the core column grouting node between the conversion and strengthening truss layer and the module layer above it, a support plate is set on the conversion beam of the conversion and strengthening truss layer. After the BM plate of the core column is installed and leveled, it is welded to the support plate. The permanent steel structure module box above is hoisted, so that the column bottom connecting box of the permanent steel structure module box is fitted on the outside of the core column. After the permanent steel structure module box is aligned, grouting material is injected into the gap between the column bottom connecting box and the core column.

10. The construction method according to claim 8, characterized in that, The construction of the concrete-filled steel tube column includes: installing the steel tube column with a Japanese character-shaped end column in the conversion and strengthening truss layer and the transition layer, and connecting the steel tube column with the Japanese character-shaped end column to the upper and lower corresponding steel formwork composite members; extending all or part of the steel reinforcement cage in the steel formwork composite member into the steel tube column with the Japanese character-shaped end column; pouring concrete into the steel tube column with the Japanese character-shaped end column, and enabling the concrete to enter the interior of the end column of the steel tube column with the Japanese character-shaped end column through the grouting holes.

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