A lightweight steel composite modular structural member

Abstract

The present application relates to a kind of lightweight steel mixed module structural member, belong to prefabricated building technical field, by setting steel pipe concrete column as the main load-bearing component of module main body periphery, and set temporary support assembly between adjacent steel pipe concrete column, so that module structure forms independent strengthening system in transportation and hoisting stage.Compared with the way of increasing wall shell, column shell and beam shell thickness to improve the overall rigidity of module in the prior art, the main load-bearing role of module main body is borne by steel pipe concrete column, and the horizontal disturbance effect generated in transportation and hoisting process can be transmitted and constrained by temporary support assembly by connecting adjacent steel pipe concrete column through first tie rod and second tie rod, so as to reduce the risk of overall deformation of module main body.

Description

Technical Field

[0001] This invention belongs to the field of prefabricated building technology, specifically relating to a lightweight steel-concrete modular structural component. Background Technology

[0002] With the development of industrialized building technology, modular buildings are gradually being applied to residential buildings, public buildings and temporary buildings due to their advantages such as factory production, rapid on-site installation and short construction cycle.

[0003] Existing modular buildings typically involve prefabricating structural components such as walls, columns, and beams in a factory, assembling the corresponding component templates or shells into independent building modules, and then transporting them to the construction site for installation via hoisting. In existing reinforced concrete modular buildings, to ensure sufficient overall rigidity of the modules during transportation and hoisting, the wall shells, column shells, and beam shells usually need to have high structural strength; therefore, these structures are typically constructed using thicker concrete materials.

[0004] However, the above structure has the following problems: Since a single module typically contains a large area of ​​walls, beams, and floor slabs, increasing the shell thickness significantly increases the amount of concrete used, making each module heavier. This increases the requirements for transportation and hoisting equipment, limiting the widespread application of modular buildings. Secondly, to ensure stability during module transportation and hoisting, existing structures usually rely on the building's permanent structure to bear the forces generated during hoisting. This results in some structures used only for transportation and hoisting not being reusable, while also increasing the building's structural weight.

[0005] Furthermore, when the thickness of the wall shell, column shell, and beam shell is reduced to lighten the weight of the module, the reduced stiffness of the thin shell makes it prone to deformation or even cracking during transportation vibration, hoisting sway, and on-site installation, affecting the module installation accuracy and the reliability of the building structure.

[0006] Therefore, how to improve the overall stability during the transportation and hoisting of steel-concrete modules, and improve the construction efficiency of modular buildings, while reducing the weight and structural size of the modules, has become a problem that needs to be solved. Summary of the Invention

[0007] To address the issues in existing reinforced concrete modular structures, where increasing the thickness of wall shells, column shells, and beam shells improves overall stability during module transportation and hoisting but leads to increased module weight and transportation and hoisting costs, while reducing the thickness of these shells reduces module weight but causes a decrease in overall rigidity during transportation and hoisting, making the modules prone to deformation, and resulting in insufficient overall connection reliability after installation, this invention provides a lightweight reinforced concrete modular structural component.

[0008] The objective of this invention can be achieved through the following technical solutions: A lightweight steel-concrete modular structure includes a module shell and a load-bearing component. The module shell includes a wall shell, column shell, beam shell, and composite slab that enclose the main body of the module. The load-bearing component includes a plurality of steel-concrete composite columns and a capping beam disposed on the top of the steel-concrete composite columns. The plurality of steel-concrete composite columns are spaced apart along the periphery of the main body of the module and extend along the height direction of the main body of the module. It also includes a plurality of temporary support components. Support spaces corresponding to the temporary support components are formed within the module shell. The temporary support components include a first tie rod and a second tie rod. The first tie rod and the second tie rod are spaced apart vertically and parallel to each other. The two ends of the first tie rod and the second tie rod are detachably connected to two steel-concrete composite columns in the corresponding support spaces, so that the first tie rod, the second tie rod, and the steel-concrete composite columns together form a support frame in the transportation and hoisting state.

[0009] As a preferred embodiment of the present invention, the temporary support assembly further includes a plurality of fixed frames and cross truss units; the plurality of fixed frames are spaced apart along the extension directions of the first tie rod and the second tie rod, and are respectively connected to the first tie rod and the second tie rod; a truss installation space is formed between two adjacent fixed frames, and the cross truss units are disposed within the truss installation space; the cross truss units include a first diagonal brace and a second diagonal brace that are cross-connected and hinged to each other, the first diagonal brace and the second diagonal brace are respectively connected to two adjacent fixed frames to form an X-shaped support structure; the plurality of cross truss units are sequentially arranged along the extension directions of the first tie rod and the second tie rod, and together with the first tie rod, the second tie rod and the fixed frames, form a continuous cross support structure.

[0010] As a preferred embodiment of the present invention, a permanent connection assembly is further included; adjacent shell components in the wall shell, column shell, beam shell, and composite slab each have a connection edge; the permanent connection assembly includes an edge steel connector, a bridging steel connector, and a welded connection portion; the edge steel connector extends along the connection edge of the corresponding shell component and includes an anchoring section embedded in the shell component and a welded section exposed at the connection edge; the welded sections on adjacent shell components are fixedly connected by the welded connection portion, and the bridging steel connector spans the joint between adjacent shell components and is fixedly connected to the edge steel connectors on both sides.

[0011] As a preferred embodiment of the present invention, the permanent connection components are respectively disposed between the top of the wall shell and the beam shell, between the edge of the composite plate and the beam shell, and between the end of the beam shell and the top of the column shell; the edge steel connectors located at each connection position extend along the connection edge of the corresponding shell component and are connected by the welded connection portion and the bridging steel connector.

[0012] As a preferred embodiment of the present invention, a plurality of the edge steel connectors are connected circumferentially along the top of the module body and closed end to end to form a top circumferential connection skeleton; the top circumferential connection skeleton is provided with node steel connectors at the positions corresponding to each steel pipe concrete column; the node steel connectors are fixedly connected to the top circumferential connection skeleton and the capping beam respectively, and the capping beam is fixedly connected to the corresponding steel pipe concrete column.

[0013] As a preferred embodiment of the present invention, a steel truss is provided inside the wall shell along the top connecting edge; the anchoring section of the edge steel connector on the wall shell extends along the top connecting edge of the wall shell and is fixedly connected to the steel truss; the welded section of the edge steel connector is exposed at the top connecting edge of the wall shell and is fixedly connected to the edge steel connector on the beam shell.

[0014] As a preferred embodiment of the present invention, the steel truss includes a first chord member disposed near the top connecting edge of the wall shell, a second chord member disposed at intervals from the first chord member, and a plurality of web members connecting the first chord member and the second chord member; the anchoring section of the edge steel connector is fixedly connected to the first chord member; a plurality of truss nodes are formed between the first chord member and each of the web members, and the connection position of the bridging steel connector and the edge steel connector on the wall shell corresponds to at least one of the truss nodes.

[0015] As a preferred embodiment of the present invention, the node steel connector is disposed at the intersection of at least three of the wall shell, the column shell, the beam shell, and the composite slab; the node steel connector includes a node body and a plurality of connecting wing plates extending from the node body in different directions, and the plurality of connecting wing plates are respectively fixedly connected to the edge steel connectors on the corresponding shell components; the node body is fixedly connected to the capping beam or the steel pipe concrete column, and the connection position of at least one connecting wing plate to the corresponding edge steel connector corresponds to the truss node of the steel truss.

[0016] As a preferred embodiment of the present invention, the edge steel connector is an embedded steel strip provided along the connecting edge of the shell component; the bridging steel connector is a connecting steel plate or angle steel; the welded connection includes fillet welds provided between the welded sections and between the bridging steel connector and the edge steel connector.

[0017] The beneficial effects of this invention are as follows: By using concrete-filled steel tubular (CFST) columns as the main load-bearing components around the module body and installing temporary support assemblies between adjacent CFST columns, the module structure forms an independent reinforcement system during transportation and hoisting. Compared to existing technologies that mainly rely on increasing the thickness of wall shells, column shells, and beam shells to improve the overall rigidity of the module, this solution utilizes CFST columns to bear the main load-bearing role of the module body. Adjacent CFST columns are connected by a first and second tie rod, allowing horizontal disturbances generated during transportation and hoisting to be transmitted and restrained through the temporary support assemblies, thereby reducing the risk of overall deformation of the module body. Attached Figure Description

[0018] To facilitate understanding by those skilled in the art, the present invention will be further described below with reference to the accompanying drawings.

[0019] Figure 1 This is a schematic diagram of the overall structure of a lightweight steel-concrete modular structural component according to the present invention; Figure 2 This is a schematic diagram of a temporary support component structure for a lightweight steel-concrete modular structure according to the present invention; Figure 3 This is an overall schematic diagram of the permanent connection component of a lightweight steel-concrete modular structure according to the present invention; Figure 4 This is a view of the permanent connection between the top of the wall shell and the beam shell of a lightweight steel-concrete modular structural component according to the present invention. Figure 5 This is a schematic diagram of the connection of the node steel connectors of a lightweight steel-concrete modular structure according to the present invention; Figure 6 This is a schematic diagram showing the connection between the top circumferential connecting frame and the node steel connector of a lightweight steel-concrete modular structure according to the present invention. Figure 7 This is a schematic diagram showing the connection between the edge steel connector and the bridging steel connector of a lightweight steel-concrete modular structure according to the present invention.

[0020] Explanation of main symbols In the diagram: 1. Module shell; 101. Wall shell; 102. Column shell; 103. Beam shell; 104. Composite slab; 2. Load-bearing component; 201. Steel-concrete composite column; 202. Coping beam; 3. Temporary support component; 301. First tie rod; 302. Second tie rod; 303. Fixing frame; 304. First diagonal brace; 305. Second diagonal brace; 4. Permanent connection component; 401. Edge steel connector; 402. Cross-connecting steel connector; 403. Welded connection; 5. Top circumferential connection frame; 6. Node steel connector; 7. Steel truss; 701. First chord; 702. Second chord; 703. Web member; 704. Truss node. Detailed Implementation

[0021] To further illustrate the technical means and effects adopted by the present invention to achieve the intended purpose, the following detailed description of the specific implementation methods, structures, features and effects of the present invention, in conjunction with the accompanying drawings and preferred embodiments, is provided.

[0022] Please see Figures 1-7 This embodiment provides a lightweight steel-concrete modular structure, including a module shell 1, a load-bearing component 2, a temporary support component 3, and a permanent connection component 4. The module shell 1 forms the spatial structure of the module body; the load-bearing component 2 bears the main load-bearing function of the module body; the temporary support component 3 improves the overall stability of the module during transportation and hoisting; and the permanent connection component 4 improves the structural connection reliability after the module is installed.

[0023] like Figure 1 As shown, the module shell 1 includes a wall shell 101, a column shell 102, a beam shell 103, and a composite slab 104. The wall shell 101 is located on the side of the module body, forming the outer wall structure of the module body; the column shell 102 is located at the corresponding position of the column in the module body, covering the vertical structure within the module body; the beam shell 103 is located between the wall shell 101 and the composite slab 104, forming the beam structure at the top of the module body; the composite slab 104 is located at the top of the module body, forming the slab structure at the top of the module body. The wall shell 101, column shell 102, beam shell 103, and composite slab 104 are interconnected and together enclose the module body. In this embodiment, the module shell 1 is mainly used to form the spatial form of the building module and serves as the installation foundation for other structural components.

[0024] Existing modular construction typically requires prefabrication of modules in a factory before transporting them to the construction site for hoisting and installation. Due to the large overall size of the modules, they are susceptible to vibration, swaying, and external disturbances during transportation and hoisting. Therefore, existing technologies usually increase the thickness of the wall shell 101, column shell 102, and beam shell 103 to improve the module's rigidity and prevent deformation. However, increasing the thickness of these shells leads to increased concrete usage, increasing the overall weight of the module. This not only raises the requirements for transportation and hoisting equipment but also limits the possibility of lightweight module design.

[0025] To address the aforementioned issues, this embodiment incorporates a load-bearing component 2 and a temporary support component 3, enabling the module body to have corresponding force-bearing systems at different working stages, thereby avoiding relying solely on increasing the shell thickness to improve module stability.

[0026] This embodiment uses concrete-filled steel tubular columns 201 as the main load-bearing components around the module body, and sets up temporary support components 3 between adjacent concrete-filled steel tubular columns 201, so that the module structure forms an independent reinforcement system during transportation and hoisting. Compared with the prior art, which mainly relies on increasing the thickness of the wall shell 101, column shell 102, and beam shell 103 to increase the overall rigidity of the module, this solution uses the concrete-filled steel tubular columns 201 to bear the main load-bearing role of the module body, and connects adjacent concrete-filled steel tubular columns 201 through the first tie rod 301 and the second tie rod 302. This allows the horizontal disturbance generated during transportation and hoisting to be transmitted and constrained by the temporary support components 3, thereby reducing the risk of overall deformation of the module body. Therefore, while ensuring the stability of the module during transportation and hoisting, it is not necessary to increase the structural strength by increasing the thickness of the wall shell 101, column shell 102, and beam shell 103, which helps to reduce the overall weight of the module, reduce the amount of concrete material used, and reduce the requirements of transportation and hoisting equipment. Furthermore, since the first tie rod 301 and the second tie rod 302 are detachably connected to the steel-concrete composite column 201, the temporary support component 3 only participates in load-bearing during module transportation and hoisting. After the module is installed, the temporary support component 3 can be removed, avoiding a permanent increase in the building's weight due to reinforcement used only during construction, while also improving the reusability of the temporary support component 3. Thus, this solution resolves the contradiction between lightweight design and transportation / hoisting stability in existing steel-concrete composite modules, improving overall stability during module transportation and hoisting while reducing module weight.

[0027] Furthermore, such as Figure 1 As shown, the load-bearing component 2 includes several steel-concrete composite columns 201 and a capping beam 202 disposed on top of the steel-concrete composite columns 201. The multiple steel-concrete composite columns 201 are spaced apart along the periphery of the module body and extend along the height direction of the module body. The capping beam 202 is disposed on top of the steel-concrete composite columns 201 and connects to the corresponding steel-concrete composite columns 201, forming a stable connection between the multiple steel-concrete composite columns 201.

[0028] In this embodiment, the steel-concrete composite column 201 is arranged along the periphery of the module body, providing a stable vertical support path for the module body. The capping beam 202, placed on top of the steel-concrete composite column 201, further enhances the connection stability between multiple steel-concrete composite columns 201, improving the overall integrity of the top area of ​​the module body. It should be noted that existing reinforced concrete module structures typically rely heavily on the wall shell 101, column shell 102, and beam shell 103 to bear a significant structural load. Therefore, to meet transportation and hoisting requirements, the thickness of these components needs to be increased. However, in this embodiment, by setting the steel-concrete composite column 201 as a crucial load-bearing component of the module body, the main vertical forces acting on the module body can be transmitted through the steel-concrete composite column 201. The wall shell 101, column shell 102, beam shell 103, and composite slab 104 primarily form the building's spatial structure. Through this arrangement, the structural load borne by the wall shell 101, column shell 102, and beam shell 103 can be reduced, thereby reducing the size of the shell components and lowering the overall weight of the module.

[0029] Furthermore, such as Figure 1 and Figure 2 As shown, a plurality of temporary support components 3 are provided inside the module housing 1. Support spaces corresponding to the temporary support components 3 are formed inside the module housing 1, and one temporary support component 3 is provided in each support space. The temporary support component 3 includes a first tie rod 301 and a second tie rod 302.

[0030] like Figure 2 As shown, the first tie rod 301 and the second tie rod 302 are arranged vertically at intervals and are parallel to each other. The first tie rod 301 is located above the second tie rod 302, and the first tie rod 301 and the second tie rod 302 extend along the direction between two adjacent steel-concrete composite columns 201. The two ends of the first tie rod 301 and the second tie rod 302 are respectively connected to two steel-concrete composite columns 201 in the corresponding support space, so that the first tie rod 301, the second tie rod 302, and the two steel-concrete composite columns 201 together form a support frame. In this embodiment, the first tie rod 301 and the second tie rod 302 are respectively set at different height positions, forming a connection structure with a certain height range by being arranged vertically at intervals. When the module body is subjected to transportation vibration or hoisting sway, there may be a relative movement tendency between two adjacent steel-concrete composite columns 201. By setting the first tie rod 301 and the second tie rod 302, a stable constraint relationship is formed between the two steel-concrete composite columns 201. When the steel-concrete composite column 201 is subjected to a horizontal force, the force can be transmitted through the first tie rod 301 and the second tie rod 302, thereby limiting the large relative displacement between the two steel-concrete composite columns 201.

[0031] It should be noted that existing modular structures typically require increased thickness of the wall shell 101, column shell 102, and beam shell 103 to improve transportation and hoisting stability, thus giving the shells themselves higher rigidity. However, this approach increases the module's weight. This embodiment addresses this by incorporating a temporary support assembly 3, allowing the temporary support assembly 3 and the steel-concrete composite column 201 to jointly bear the horizontal disturbances generated during transportation and hoisting, rather than relying solely on the rigidity of the module shell 1 itself. Therefore, while ensuring the module's transportation and hoisting stability, the structural dimensions of the wall shell 101, column shell 102, and beam shell 103 can be reduced, thereby decreasing the overall module weight.

[0032] Meanwhile, since the first tie rod 301 and the second tie rod 302 are detachably connected to the steel-concrete composite column 201, the temporary support component 3 can be removed after the module is installed, so that the temporary support component 3 only plays a reinforcing role during transportation and hoisting. This avoids permanently increasing the weight of the building structure due to the reinforcing structure used during transportation, and also improves the reusability of the temporary support component 3.

[0033] Furthermore, such as Figure 2 As shown, the temporary support assembly 3 also includes several fixing frames 303 and cross truss units. Multiple fixing frames 303 are spaced apart along the extension direction of the first tie rod 301 and the second tie rod 302. Each fixing frame 303 is positioned between the first tie rod 301 and the second tie rod 302 and is connected to both. By setting the fixing frames 303, a stable distance is maintained between the first tie rod 301 and the second tie rod 302, improving the overall stability of the temporary support assembly 3. A truss installation space is formed between two adjacent fixing frames 303, and a cross truss unit is provided within each truss installation space. The cross truss unit includes a first diagonal brace 304 and a second diagonal brace 305. The first diagonal brace 304 and the second diagonal brace 305 are arranged crosswise and hinged to each other at the intersection. The first diagonal brace 304 and the second diagonal brace 305 are respectively connected to two adjacent fixed frames 303, so that the first diagonal brace 304 and the second diagonal brace 305 together form an X-shaped support structure. Multiple cross truss units are arranged sequentially along the extension direction of the first tie rod 301 and the second tie rod 302, and together with the first tie rod 301, the second tie rod 302 and the fixed frame 303, they form a continuous cross support structure.

[0034] In this embodiment, the fixing frame 303 is used to maintain the positional relationship between the first tie rod 301 and the second tie rod 302, so that the two tie rods form a stable spatial frame; the cross truss unit improves the ability of the temporary support assembly 3 to resist forces in different directions through the X-shaped structure formed by the first diagonal brace 304 and the second diagonal brace 305.

[0035] It should be noted that when the steel-concrete composite columns 201 are connected only by the first tie rod 301 and the second tie rod 302, although the spacing between the two steel-concrete composite columns 201 can be limited, the main body of the module may still be affected by horizontal forces in different directions during transportation vibration and hoisting swing, causing the temporary support component 3 to deform itself. To address the above problems, this embodiment further provides a fixing frame 303 and a cross truss unit.

[0036] The fixing frame 303 can maintain the relative position between the first tie rod 301 and the second tie rod 302, so that the temporary support assembly 3 forms a stable frame structure; the first diagonal brace 304 and the second diagonal brace 305 in the cross truss unit are arranged crosswise, so that the temporary support assembly 3 can resist the forces in different directions at the same time.

[0037] When the main body of the module is subjected to transportation vibration or hoisting sway, the cross truss unit can reduce the possibility of deformation of the temporary support component 3 through the mutual constraint between the first diagonal brace 304 and the second diagonal brace 305.

[0038] Therefore, by forming a continuous cross-support structure through the first tie rod 301, the second tie rod 302, the fixing frame 303, and the cross truss unit, the overall rigidity of the module body during transportation and hoisting can be further improved.

[0039] Compared to the traditional method of increasing the thickness of the wall shell 101, column shell 102, and beam shell 103 to improve transportation stability, this embodiment can improve the reliability of module transportation and hoisting while reducing module weight, and solve the problems of large weight and insufficient rigidity of existing reinforced concrete modules.

[0040] Furthermore, the temporary support component 3 in this embodiment is mainly used for temporary reinforcement during the module transportation and hoisting phases. After the module is installed, a stable connection is formed between the wall shell 101, column shell 102, beam shell 103, and composite slab 104 through the permanent connection component 4. Therefore, after the temporary support component 3 is removed, the main body of the module can maintain overall stability by relying on the load-bearing component 2 and the permanent connection component 4. By distinguishing the reinforcement structure during the transportation and hoisting phase from the permanent structure after installation, the temporary support component 3 does not need to be retained in the main building for a long period of time, thereby reducing the weight of the main building and improving the reusability of the temporary support component 3.

[0041] Furthermore, such as Figure 1 , Figure 3 As shown, the lightweight steel-concrete modular structure is also equipped with a permanent connection component 4. The permanent connection component 4 is located at the connection position between adjacent shell components in the module shell 1, and is used to form a stable connection relationship between adjacent shell components after the module is installed.

[0042] Specifically, two adjacent shell components in the wall shell 101, column shell 102, beam shell 103, and composite slab 104 each have corresponding connecting edges, and a permanent connection assembly 4 is disposed at the aforementioned connecting edge position. The permanent connection assembly 4 includes an edge steel connector 401, a bridging steel connector 402, and a welded connection portion 403.

[0043] The edge steel connector 401 extends along the connection edge of the corresponding shell component and includes an anchoring section embedded inside the shell component and a welding section exposed at the connection edge of the shell component.

[0044] During the prefabrication of module shell 1, edge steel connectors 401 are installed inside the corresponding shell components, with the anchoring section located inside the shell component and the welding section located at the connecting edge of the shell component. When adjacent shell components are installed and positioned, the edge steel connectors 401 on the two adjacent shell components move closer to each other, so that the welding sections on the two edge steel connectors 401 are correspondingly positioned. Subsequently, the two adjacent welding sections are fixedly connected by the welding connection part 403, forming a fixed connection relationship between the adjacent shell components.

[0045] Furthermore, a bridging steel connector 402 is provided between adjacent shell components. The bridging steel connector 402 spans the joint between two adjacent shell components and connects to the edge steel connectors 401 on both sides of the joint. Through this structure, adjacent shell components can not only be fixed at their edges via the welded connection 403, but also further connected to the edge steel connectors 401 on both sides of the joint using the bridging steel connector 402. It should be noted that if adjacent shell components are only fixed by welding between the edge steel connectors 401, the connection effect is mainly concentrated at the welding position. Especially when the module is subjected to overall deformation, adjacent shell components are prone to rotation around the connection edge, causing the welded connection position to bear a large local load. In this embodiment, by providing the bridging steel connector 402, the bridging steel connector 402 spans the joint between adjacent shell components and simultaneously connects the edge steel connectors 401 on both sides of the joint. Therefore, the range of connection effect transmission can be expanded, forming a more stable connection relationship between adjacent shell components.

[0046] It should be noted that existing lightweight modular structures typically employ thinner wall shells 101, column shells 102, and beam shells 103 to reduce overall weight. However, when the shell thickness is reduced, the space available for connecting structures at the shell edges decreases, making the connection points between adjacent shell components prone to becoming weak points in the structure.

[0047] Especially after the modules are transported and hoisted and enter the long-term use phase, the main body of the module is subject to building loads, temperature changes, and external forces, which can easily lead to relative displacement between adjacent shell components. If the connection relies only on local locations at the shell edges, the connection effect tends to concentrate in the shell edge area, reducing the overall connection reliability of the module. To address the above problem, this embodiment provides an edge steel connector 401 at the shell connection edge. Since the edge steel connector 401 includes an anchoring section located inside the shell and a welding section located at the connection edge, the connection effect between adjacent shell components can be transmitted to the edge steel connector 401 through the welding section, and then transmitted to the shell interior through the anchoring section.

[0048] Compared to existing methods that rely solely on the shell edges for connection, this embodiment allows the connection effect to diffuse into the shell interior, reducing the likelihood of the connection effect being concentrated at the shell edges and improving the connection stability between thin shells. Simultaneously, by providing a bridging steel connector 402 across the joint between adjacent shell components, relative movement between the two shell components along the joint direction can be further restricted, increasing the connection strength between adjacent shell components.

[0049] Therefore, in this embodiment, the edge steel connector 401, the welded connection part 403 and the bridging steel connector 402 together form a permanent connection structure, which reduces the thickness of the module shell 1 and improves the overall connection reliability after the module is installed.

[0050] Furthermore, such as Figure 3 As shown, permanent connection components 4 are respectively disposed between the top of the wall shell 101 and the beam shell 103, between the edge of the composite plate 104 and the beam shell 103, and between the end of the beam shell 103 and the top of the column shell 102. Each connection position uses corresponding edge steel connectors 401, bridging steel connectors 402, and welded connection parts 403 to form a permanent connection structure.

[0051] Specifically, at any connection point between adjacent shell components, edge steel connectors 401 are respectively provided at the connection edges of the two adjacent shell components. The anchoring section of each edge steel connector 401 is embedded in the corresponding shell component, and the welded section is exposed at the corresponding connection edge. After the two adjacent shell components are installed and positioned, the welded sections of the edge steel connectors 401 on both sides correspond to each other and are fixedly connected by welded connection parts 403 to form a first connection path between the adjacent shell components. A bridging steel connector 402 spans the joint between the two shell components, with its two sides extending to the edge steel connectors 401 on both sides of the joint and fixedly connected to the corresponding edge steel connectors 401 by welded connection parts 403 to form a second connection path spanning the joint.

[0052] Among them, between the top of the wall shell 101 and the beam shell 103, the edge steel connector 401 provided at the top connecting edge of the wall shell 101 and the edge steel connector 401 provided at the corresponding connecting edge of the beam shell 103 are fixedly connected by a welded connection part 403. The bridging steel connector 402 is provided across the joint between the wall shell 101 and the beam shell 103 and is welded and fixed to the edge steel connectors 401 on both sides.

[0053] Between the edge of the composite plate 104 and the beam shell 103, the edge steel connector 401 provided on the edge of the composite plate 104 and the edge steel connector 401 provided on the corresponding edge of the beam shell 103 are fixedly connected by a welded connection part 403. The bridging steel connector 402 spans the joint between the composite plate 104 and the beam shell 103 and is welded and fixed to the edge steel connectors 401 on both sides.

[0054] Between the end of the beam shell 103 and the top of the column shell 102, the edge steel connector 401 provided at the end of the beam shell 103 and the edge steel connector 401 provided at the top of the column shell 102 are fixedly connected by a welded connection part 403. The bridging steel connector 402 spans the joint between the beam shell 103 and the column shell 102 and is welded and fixed to the edge steel connectors 401 on both sides.

[0055] Thus, each connection point forms a dual connection relationship through direct welding between adjacent edge steel connectors 401 and bridging connection between the bridging steel connectors 402 and the edge steel connectors 401 on both sides of the butt joint, thereby forming a continuous and stable permanent connection system between the wall shell 101, column shell 102, beam shell 103 and composite slab 104.

[0056] It should be noted that modular buildings are typically assembled from multiple prefabricated components, resulting in a large number of connection nodes between the wall shell 101, beam shell 103, column shell 102, and composite slab 104. If only a single connection point is reinforced while ignoring the overall connection relationship between different shell components, it can easily lead to discontinuities in the stress distribution between different areas of the module body. This embodiment addresses this by installing permanent connection components 4 at multiple connection points, such as the top of the wall shell 101, the edge of the composite slab 104, the end of the beam shell 103, and the top of the column shell 102, thus creating a continuous connection path between different shell components. When the module body is subjected to external forces, the forces generated between the shell components can be transmitted through the corresponding edge steel connectors 401, thereby improving the overall integrity of the module body. Therefore, this structure can solve the problem of insufficient connection reliability between multiple prefabricated components in existing modular buildings, improving the overall stability after module installation.

[0057] It should be noted that if the connection nodes at different locations on the top of the module are set independently, there will be no mutual constraint relationship between the connection nodes. In this embodiment, multiple edge steel connectors 401 are connected end to end along the top circumference of the module body to form a top circumferential connection frame 5, so that multiple connection positions at the top of the wall shell 101, the end of the beam shell 103, the top of the column shell 102, and the edge of the composite plate 104 form a continuous structure. When the top of the module is subjected to force, the force generated at the local connection position can be transmitted to other areas along the top circumferential connection frame 5, thereby avoiding a single connection node from bearing a large force.

[0058] Furthermore, such as Figure 1 , Figure 3 As shown, multiple edge steel connectors 401 are connected circumferentially along the top of the module body, forming a top circumferential connecting frame 5. Specifically, multiple edge steel connectors 401 located at the top of the wall shell 101, the top of the column shell 102, the end of the beam shell 103, and the edge of the composite slab 104 are connected sequentially, forming a continuous ring-shaped connecting structure. Node steel connectors 6 are provided at the positions corresponding to the steel-concrete composite column 201 in the top circumferential connecting frame 5. The node steel connectors 6 are fixedly connected to the top circumferential connecting frame 5 and the capping beam 202, while the capping beam 202 is fixedly connected to the corresponding steel-concrete composite column 201. Through the above structure, a continuous connection relationship is formed between the top circumferential connecting frame 5, the node steel connectors 6, the capping beam 202, and the steel-concrete composite column 201.

[0059] It should be noted that in existing modular structures, the wall shell 101, beam shell 103, and composite slab 104 are typically connected separately through local connection nodes, lacking a continuous connection between these nodes. When the module is subjected to overall deformation, each connection node may bear a local load, making the top area of ​​the module prone to uneven stress. This embodiment connects multiple edge steel connectors 401 around the top of the module body to form a top circumferential connection frame 5, creating a continuous structure from the previously dispersed connection locations. When the top of the module is subjected to force, this force can be transmitted along the top circumferential connection frame 5 and through the node steel connectors 6 to the capping beam 202 and the steel-concrete composite column 201. This improves the synergistic effect between different components in the top area of ​​the module, making the module body form a more stable overall connection system. Furthermore, since the top circumferential connection frame 5 and the steel-concrete composite column 201 are connected through the node steel connectors 6, the permanent connection components 4 are not only used for connecting shells but also cooperate with the main load-bearing structure of the module body, improving the overall load-bearing performance of the module.

[0060] Furthermore, such as Figure 4As shown, a steel truss 7 is provided inside the wall shell 101 along the top connecting edge. The steel truss 7 extends along the top connecting edge of the wall shell 101 and is located inside the wall shell 101. The edge steel connector 401 located at the top connecting edge of the wall shell 101 includes an anchoring section located inside the wall shell 101 and a welded section exposed at the top connecting edge of the wall shell 101. The anchoring section extends along the top connecting edge of the wall shell 101 and is fixedly connected to the steel truss 7 located inside the wall shell 101; the welded section is located outside the top connecting edge of the wall shell 101 and is used to connect with the edge steel connector 401 on the beam shell 103. In this embodiment, the edge steel connector 401 is not only provided at the edge of the wall shell 101, but is connected to the steel truss 7 inside the wall shell 101 through the anchoring section, so that the edge steel connector 401 and the internal reinforcing structure of the wall shell 101 form an integral whole. When the wall shell 101 and the beam shell 103 are installed and connected, the edge steel connectors 401 on the beam shell 103 are correspondingly provided with the edge steel connectors 401 on the wall shell 101, and are fixedly connected by the welded connection part 403. At this time, the connection force on the beam shell 103 can be transmitted to the steel truss 7 inside the wall shell 101 in sequence through the welded section and the anchoring section.

[0061] It should be noted that existing lightweight modular structures typically employ thin components such as wall shells 101 and beam shells 103 to reduce weight. However, due to the limited space available for connecting structures within these thin shells, the connecting force tends to concentrate at the edge of the shell when adjacent components are connected at their edges. Especially during long-term use, when the wall shell 101 and beam shell 103 are subjected to building loads, environmental changes, or external disturbances, the connection point is prone to excessive local stress, thus affecting the overall stability of the module. To address this issue, this embodiment extends the anchoring section of the edge steel connector 401 into the wall shell 101 and connects it to the steel truss 7. This structure allows the edge steel connector 401 to no longer rely solely on the edge of the wall shell 101 for load-bearing, but instead transmits the force generated at the connection point to the steel truss 7 inside the wall shell 101. Since the steel truss 7 is located inside the wall shell 101 and extends along the connection edge, the range of force transmission is expanded, reducing the likelihood of the force concentrating at the edge of the wall shell 101. This improves the connection reliability between the thin wall shell 101 and the beam shell 103, enabling the module shell 1 to maintain good connection stability even with a reduced thickness.

[0062] Furthermore, such as Figure 4As shown, the steel truss 7 includes a first chord 701, a second chord 702, and several web members 703 connected between the first chord 701 and the second chord 702. The first chord 701 is positioned near the top connecting edge of the wall shell 101, and the second chord 702 is spaced apart from the first chord 701 and located on one side closer to the interior of the wall shell 101. Multiple web members 703 are positioned between the first chord 701 and the second chord 702 and are connected to both chords, forming a stable truss structure. The anchorage section of the edge steel connector 401 is fixedly connected to the first chord 701. Because the first chord 701 is positioned near the top connecting edge of the wall shell 101, the connecting force on the edge steel connector 401 can be directly transmitted to the first chord 701. Meanwhile, multiple truss nodes 704 are formed between the first chord 701 and each web member 703, and the connection position of the bridging steel connector 402 and the edge steel connector 401 on the wall shell 101 corresponds to at least one truss node 704.

[0063] In this embodiment, the steel truss 7 serves not only as an internal reinforcing structure of the wall shell 101 but also as a force-transfer structure for the permanent connection assembly 4. Specifically, when the bridging steel connector 402 connects adjacent shell components, the tensile force on the bridging steel connector 402 can be transmitted to the first chord 701 through the edge steel connector 401, and further to the second chord 702 through the web member 703, thus dispersing the force to the internal area of ​​the wall shell 101. It should be noted that if the bridging steel connector 402 is only connected to any position of the edge steel connector 401, the tensile force generated by the bridging steel connector 402 may be concentrated in a local area of ​​the edge steel connector 401, reducing the connection stability. In this embodiment, by setting the connection positions of the bridging steel connector 402 and the edge steel connector 401 to correspond to the truss node 704, the force generated by the bridging steel connector 402 can be transmitted to the steel truss 7 through the truss node 704. Since truss node 704 is formed by the first chord 701 and web member 703, it can improve the load-bearing capacity at the connection point and reduce the possibility of local deformation of the edge steel connector 401. Therefore, through the connection relationship between the edge steel connector 401 and the steel truss 7, and the positional correspondence between the bridging steel connector 402 and the truss node 704, the stability of the thin-shell permanent connection structure can be further improved.

[0064] Furthermore, such as Figure 5 and Figure 6As shown, node steel connectors 6 are provided at the intersection of multiple shell components of the module body. Node steel connectors 6 are located at the intersection of at least three of the structures: wall shell 101, column shell 102, beam shell 103, and composite slab 104. Node steel connectors 6 include a node body and multiple connecting flanges extending in different directions from the node body. The multiple connecting flanges are respectively fixedly connected to edge steel connectors 401 on corresponding shell components. The node body is fixedly connected to the capping beam 202 or the steel-concrete composite column 201. At least one connecting flange is connected to the corresponding edge steel connector 401 at a position corresponding to a truss node 704 of the steel truss 7. In this embodiment, node steel connectors 6 are used to connect multiple shell components arranged in different directions, forming a multi-directional connection relationship between the wall shell 101, column shell 102, beam shell 103, and composite slab 104. Specifically, the node body serves as the connection center, and multiple connecting flanges extend in different directions and connect to the corresponding edge steel connectors 401. Therefore, when the shell component is subjected to a force in any direction, the force can be transmitted to the node steel connector 6 through the corresponding edge steel connector 401, and then to the capping beam 202 or the steel tube concrete column 201 through the node body.

[0065] In this embodiment, the node steel connector 6 is not only used to fix two adjacent components, but also serves as a centralized connection node between multiple shell components. By extending in different directions through multiple connecting flanges, a multi-directional connection relationship can be formed between the wall shell 101, column shell 102, beam shell 103, and composite slab 104. When a shell component in any direction is subjected to an action, the action can be transmitted to the node body through the corresponding connecting flange, and further transmitted to the capping beam 202 or the steel-concrete composite column 201.

[0066] It should be noted that modular buildings are typically formed by combining multiple prefabricated components, and the intersections of the wall shell 101, column shell 102, beam shell 103, and composite slab 104 are often areas where multiple structural forces are concentrated. If each shell component is connected independently, it is difficult to form a continuous transmission path for structural forces in different directions, easily leading to stress concentration in the node area. In this embodiment, by setting node steel connectors 6, the edge steel connectors 401 in multiple directions are all connected to the same node body. Thus, the wall shell 101, column shell 102, beam shell 103, and composite slab 104 form an integral connection relationship, allowing forces in different directions to be transmitted and dispersed in the node area. At the same time, since the node body is further connected to the capping beam 202 or the steel-concrete composite column 201, the permanent connection component 4 forms a cooperative relationship with the main load-bearing structure of the module body. Therefore, this structure can improve the integrity of the node area of ​​the module body and reduce the risk of connection failure at the intersection of multiple shell components.

[0067] Furthermore, such as Figure 7 As shown, the edge steel connector 401 can be an embedded steel strip disposed along the connecting edge of the shell member. The bridging steel connector 402 can be a connecting steel plate or angle steel. The welded connection 403 includes a fillet weld disposed between the welded sections of two adjacent edge steel connectors 401, and a fillet weld disposed between the bridging steel connector 402 and the edge steel connector 401. In this embodiment, using an embedded steel strip as the edge steel connector 401 allows the edge steel connector 401 to be continuously disposed along the connecting edge of the shell, thereby improving the continuity of the connection area. Using a connecting steel plate or angle steel as the bridging steel connector 402 allows it to span the joint between adjacent shell members and connect the edge steel connectors 401 on both sides of the joint. Through the fillet weld connection method, a stable connection can be formed between the edge steel connector 401, the bridging steel connector 402, and the adjacent shell members.

[0068] It should be noted that the permanent connection component 4 in this embodiment is not only used to achieve a fixed connection between two shell components, but also, through the cooperation of the edge steel connector 401, the bridging steel connector 402, the steel truss 7, and the node steel connector 6, to form a continuous permanent connection system for the main body of the module. Specifically: the edge steel connector 401 is used to establish the connection path at the edge of the shell; the bridging steel connector 402 is used to restrict the relative movement between adjacent shell components; the steel truss 7 is used to transfer the connection effect to the interior of the shell; and the node steel connector 6 is used to connect shell components in multiple directions and the main load-bearing structure. Through the above structure, even after the temporary support component 3 is removed after the main body of the module is transported and hoisted, it can still maintain the overall connection stability by relying on the permanent connection component 4. Therefore, this embodiment solves the problems in existing lightweight modular structures where the use of thin shells to reduce weight easily leads to insufficient strength at the connection points, stress concentration in the node areas, and a decrease in the overall integrity of the module.

[0069] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention in any way. Although the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the present invention. Any person skilled in the art can make some modifications or alterations to the above-disclosed technical content to create equivalent embodiments without departing from the scope of the present invention. Any simple modifications, equivalent changes and alterations made to the above embodiments based on the technical essence of the present invention without departing from the scope of the present invention shall still fall within the scope of the present invention.

Claims

1. A lightweight steel composite modular structural member, characterized by: The system includes a module shell and a load-bearing assembly. The module shell includes wall shells, column shells, beam shells, and composite slabs that enclose the main body of the module. The load-bearing assembly includes a plurality of steel-concrete composite columns and a capping beam disposed on top of the steel-concrete composite columns. The plurality of steel-concrete composite columns are spaced apart along the periphery of the main body of the module and extend along the height direction of the main body of the module. The system also includes a plurality of temporary support assemblies. Support spaces corresponding to the temporary support assemblies are formed within the module shell. The temporary support assemblies include a first tie rod and a second tie rod. The first tie rod and the second tie rod are spaced apart vertically and parallel to each other. The two ends of the first tie rod and the second tie rod are detachably connected to two steel-concrete composite columns in the corresponding support spaces, so that the first tie rod, the second tie rod, and the steel-concrete composite columns together form a support frame in the transportation and hoisting state.

2. A lightweight steel composite structural member according to claim 1, wherein: The temporary support assembly further includes several fixed frames and cross truss units; the fixed frames are spaced apart along the extension directions of the first tie rod and the second tie rod, and are respectively connected to the first tie rod and the second tie rod; a truss installation space is formed between two adjacent fixed frames, and the cross truss units are disposed within the truss installation space; the cross truss unit includes a first diagonal brace and a second diagonal brace that are cross-connected and hinged to each other, and the first diagonal brace and the second diagonal brace are respectively connected to two adjacent fixed frames to form an X-shaped support structure; the cross truss units are arranged sequentially along the extension directions of the first tie rod and the second tie rod, and together with the first tie rod, the second tie rod and the fixed frames, form a continuous cross support structure.

3. A lightweight steel composite structural member according to claim 1, wherein: It also includes a permanent connection assembly; adjacent shell members in the wall shell, column shell, beam shell, and composite slab each have a connection edge; the permanent connection assembly includes an edge steel connector, a bridging steel connector, and a welded connection; the edge steel connector extends along the connection edge of the corresponding shell member and includes an anchoring section embedded in the shell member and a welded section exposed at the connection edge; the welded sections on adjacent shell members are fixedly connected by the welded connection, and the bridging steel connector spans the joint between adjacent shell members and is fixedly connected to the edge steel connectors on both sides.

4. A lightweight steel composite structural member according to claim 3, wherein: The permanent connection components are respectively disposed between the top of the wall shell and the beam shell, between the edge of the composite plate and the beam shell, and between the end of the beam shell and the top of the column shell; the edge steel connectors located at each connection position extend along the connection edge of the corresponding shell component and are connected by the welded connection and the bridging steel connector.

5. A lightweight steel composite structural member according to claim 4, wherein: Several edge steel connectors are connected circumferentially along the top of the module body and closed end to end to form a top circumferential connection skeleton; the top circumferential connection skeleton is provided with node steel connectors at the positions of each steel pipe concrete column; the node steel connectors are fixedly connected to the top circumferential connection skeleton and the capping beam respectively, and the capping beam is fixedly connected to the corresponding steel pipe concrete column.

6. A lightweight steel composite structural member according to claim 5, wherein: A steel truss is provided inside the wall shell along the top connecting edge; the anchoring section of the edge steel connector on the wall shell extends along the top connecting edge of the wall shell and is fixedly connected to the steel truss; the welded section of the edge steel connector is exposed at the top connecting edge of the wall shell and is fixedly connected to the edge steel connector on the beam shell.

7. A lightweight steel composite structural member according to claim 6, wherein: The steel truss includes a first chord located near the top edge of the wall shell, a second chord spaced apart from the first chord, and a plurality of web members connecting the first chord and the second chord; the anchoring section of the edge steel connector is fixedly connected to the first chord; a plurality of truss nodes are formed between the first chord and each of the web members, and the connection position of the bridging steel connector to the edge steel connector on the wall shell corresponds to at least one of the truss nodes.

8. A light weight steel composite structural member as claimed in claim 7, wherein: The node steel connector is disposed at the intersection of at least three of the wall shell, column shell, beam shell, and composite slab; the node steel connector includes a node body and multiple connecting wing plates extending from the node body in different directions, and the multiple connecting wing plates are respectively fixedly connected to the edge steel connectors on the corresponding shell components; the node body is fixedly connected to the capping beam or the steel pipe concrete column, and the connection position of at least one connecting wing plate to the corresponding edge steel connector corresponds to the truss node of the steel truss.

9. A light weight steel composite structural member as claimed in claim 3, wherein: The edge steel connector is an embedded steel strip provided along the connecting edge of the shell component; the bridging steel connector is a connecting steel plate or angle steel; the welded connection includes fillet welds provided between the welded sections and between the bridging steel connector and the edge steel connector.

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