High-bearing-capacity module unit composite wall of steel structure integrated building

Abstract

The invention relates to a high-bearing-capacity module unit composite wall of a steel structure integrated building. The composite wall comprises ceiling beams, floor beams, module columns and an internal wall body. The internal wall body comprises a horizontal U-shaped light steel keel, a vertical U-shaped light steel keel, a vertical C-shaped light steel keel, a steel wire mesh, ECC concrete, studs and a building surface layer containing a thermal insulation material; the horizontal U-shaped light steel keel and the vertical U-shaped light steel keel are connected to serve as a light steel outer framework of an internal wall body; the vertical C-shaped light steel keel is connected to the horizontal U-shaped light steel keel and is connected with the steel wire mesh, flat ECC concrete is poured on one side of a flange of the vertical C-shaped light steel keel connected with the steel wire mesh, the light steel outer framework is connected to the ECC concrete and is flush with the ECC concrete, and a thermal insulation material and a building surface layer are poured on the other side of the flange of the vertical C-shaped light steel keel. The method has the advantages of assembly type construction, stable structure, good mechanical property, economy, simple construction process, flat and attractive wall body and the like.

Description

Technical Field

[0001] This invention relates to the field of steel structure integrated building technology, specifically to a high load-bearing capacity modular unit composite wall for steel structure integrated buildings and its preparation method. Background Technology

[0002] The construction method of steel structure integrated buildings involves breaking down the building into multiple modular units. The structure, decoration, water and electricity systems, equipment pipelines, and bathroom facilities of each module are prefabricated in a factory and then quickly assembled on-site into a complete building using reliable connection technology. This method offers advantages such as being environmentally friendly, having high construction efficiency, and offering flexible combinations, making it an inevitable trend in development.

[0003] Steel-structure integrated buildings can meet the office and living needs of construction workers (such as temporary housing for construction sites), emergency medical rescue needs (such as emergency hospitals during SARS), and post-disaster housing needs (such as resettlement housing for disaster victims), and have a wide range of applications. Reliable modular units and their connection methods are key factors in ensuring the overall structural performance. Although there has been much research on walls, most of the studies have focused on non-structural walls, corrugated steel plate walls, cold-formed thin-walled steel walls, and reinforced concrete shear walls. Research on modular unit walls for steel-structure integrated buildings is still relatively limited, and there are still many problems in terms of mechanical performance, construction, and economy.

[0004] In existing technologies, non-structural walls do not contribute to the lateral stiffness of building structures. Corrugated steel plate walls have uneven surfaces, resulting in poor architectural aesthetics; cold-formed thin-walled steel walls have thin and slender steel plates, leading to poor stiffness and stability, and are prone to deformation under stress. Reinforced concrete has good load-bearing capacity, but it requires large wall thicknesses, has long production cycles, and is expensive. Therefore, existing wall systems are not ideal and cannot adequately meet the needs of current building engineering development.

[0005] As disclosed in existing Chinese patent document CN106320574A, the lightweight steel keel composite concrete wall panel, although a prefabricated component, is always designed as an external enclosure or partition wall. When it is attempted to be used as a modular unit in steel structure integrated buildings, the following shortcomings exist: The construction of fiber-reinforced concrete walls is challenging: the thickness of the fiber-reinforced concrete wall is 30-50mm. Considering its composition includes cement, fly ash, limestone powder, coarse quartz sand, and aggregate with a particle size of 5-40mm (25mm is commonly used), the quality of concrete pouring is difficult to guarantee, making construction difficult. Furthermore, the load-bearing capacity drops sharply after the concrete cracks. Currently, there are no application scenarios for fiber-reinforced concrete walls. ECC concrete is essentially a high-ductility cement-based composite material containing cement, fly ash, quartz sand, and fibers. It can achieve relatively thin wall thicknesses. After the concrete cracks, its load-bearing capacity decreases slowly and eventually tends to a certain constant value, exhibiting good ductility.

[0006] Conflicting Load-Bearing Roles: The patent explicitly states that "its light steel keel frame acts as the 'skeleton' of the wall to bear the horizontal load of the wall, while the 5 cm thick concrete slab reinforced with wire mesh acts as the 'skin' of the wall to meet the durability requirements of the exterior wall surface, and works together with the keel to produce a skin effect." The skin effect of the wall is considered a safety reserve for structural bearing capacity, not bearing wind loads or seismic forces. Furthermore, the wall is not designed as an integrated core lateral force resisting component working in conjunction with the main steel frame (beams, columns). When the modular unit is under overall load, the connection nodes between the wall and the steel frame easily become weak points, failing to achieve effective coordination between bending (wall) and shear (frame) deformations, affecting the ductility and energy dissipation capacity of the entire module.

[0007] Insufficient integration: As an independent component, this wall panel requires secondary connection to the main structure on-site, making it impossible to achieve integrated prefabrication with ceiling beams, floor beams, and modular columns in the factory. This results in a large amount of on-site work, construction accuracy depending on the skills of on-site workers, and the inability to achieve truly 'scaffold-free' rapid hoisting and splicing. In addition, after the wall panel is installed on-site, secondary finishing and the addition of insulation materials are required.

[0008] Lightweight construction and high performance are mutually exclusive: if ordinary fiber-reinforced concrete is used, a large thickness is required to achieve a certain lateral stiffness, which is not conducive to the lightweight transportation and hoisting of modular units; if the thickness is simply reduced, brittleness increases, which is not conducive to earthquake resistance. There is a lack of a quantitative design method for thin-walled walls based on high-performance materials. Summary of the Invention

[0009] To address the problems existing in the prior art, the purpose of this invention is to provide a high-load-bearing modular composite wall for integrated steel structure buildings. This modular composite wall possesses significant horizontal shear capacity, exhibits excellent architectural aesthetics, is less prone to deformation under stress, and features a simple construction process, enabling efficient production and quality control in a factory. This invention is specifically designed for integrated steel structure buildings, featuring a factory-prefabricated lateral force-resisting modular unit. This unit is not simply a wall panel + beam-column combination, but a three-dimensional load-bearing hoisting unit that integrates a thin-walled, high-ductility ECC concrete wall, a lightweight composite steel frame, and modular boundary steel frames (beams and columns) in the factory through optimized connection technology. Its goal is to achieve extreme thin-walled (lightweight) construction while ensuring excellent lateral stiffness and ductility, and to fully adapt to a rapid construction mode of factory prefabrication and on-site bolt connections between modules.

[0010] To achieve the above objectives, the present invention adopts the following technical solution: A high-load-bearing modular composite wall for steel structure integrated buildings. The system includes ceiling beams, floor beams, modular columns, and internal walls. The internal walls consist of horizontal U-shaped light steel keels, vertical U-shaped light steel keels, vertical C-shaped light steel keels, wire mesh, ECC concrete, studs, and a building surface layer containing insulation material. The horizontal and vertical U-shaped light steel keels are connected to form the light steel outer frame of the internal walls. Multiple vertical C-shaped light steel keels are spaced apart within the light steel outer frame, each connected to a horizontal U-shaped light steel keel. Wire mesh is connected to one side of each vertical C-shaped light steel keel, and the wire mesh is filled with smooth ECC concrete. The light steel outer frame is connected to the ECC concrete and flush with it. Insulation material (such as foamed concrete) and a building surface layer are poured on the other side of the vertical C-shaped light steel keel flanges. The upper and lower ends of the internal walls are connected to the ceiling beams and floor beams, respectively, and the left and right ends are connected to the modular columns. Among them, horizontal U-shaped light steel keel, vertical U-shaped light steel keel, vertical C-shaped light steel keel, wire mesh and ECC concrete are all indispensable components for realizing this internal wall, and together they play an important role in constructing a modular unit composite wall with good load-bearing performance.

[0011] The exterior of the modular composite wall is smooth ECC concrete, while the interior is fitted with insulation material and a building surface layer flush with the ceiling beams, floor beams, and modular columns. No secondary finishing is required on-site, resulting in a superior architectural appearance. Horizontal and vertical U-shaped light steel keels connect to form the light steel framework of the internal walls. The grooves in the horizontal, vertical, and C-shaped light steel keels provide space for housing building equipment pipelines. Under vertical loads, the vertical U-shaped and C-shaped light steel keels work in conjunction with the ECC concrete to share the vertical load. Due to its high load-bearing capacity and ductility, the ECC concrete provides significant load-bearing capacity under horizontal loads. Furthermore, the restraint provided by the light steel frame and steel skeleton effectively prevents out-of-plane instability of the ECC concrete, thereby enhancing the overall load-bearing capacity of the wall. Meanwhile, the wire mesh in the internal walls can improve the adhesion of ECC concrete, improve the mechanical properties of the internal walls at a lower cost, and reduce the risk of wall cracking.

[0012] The assembly and connection of internal walls, ceiling beams, floor beams, and modular columns are all completed in the factory, forming a modular composite wall system. The specific construction process of the entire modular unit is as follows: first, install the modular columns, then install the floor beams, followed by constructing the internal walls, then install the ceiling beams, and finally assemble the ceiling to form a complete modular unit. After transporting the modular units to the construction site, only the connections between the modular units need to be made, and there is absolutely no need to erect scaffolding or perform secondary wall finishing, making the construction process simple.

[0013] As a preferred option, the vertical C-shaped light steel keel is spot-welded to the wire mesh. Spot welding is a simple welding process that helps to shorten the construction period of the composite wall.

[0014] As a preferred option, the light steel outer frame is connected to the concrete using studs.

[0015] As a preferred option, both the horizontal and vertical U-shaped light steel keels are welded to the ceiling beams, floor beams, and modular columns.

[0016] As a preferred embodiment, the horizontal shear bearing capacity of this invention is mainly borne by ECC concrete and wire mesh. Considering that the bearing capacity of the wire mesh is relatively weak, it is multiplied by a reduction factor. The modified expression is as follows:

[0017] In the formula, For shear span ratio; This refers to the tensile strength of ECC concrete. ECC concrete thickness; The effective height of the internal wall cross-section; This is the design value for the axial compressive force of the wall. This refers to the total cross-sectional area of ​​horizontally distributed wire mesh arranged within the same cross-section; The vertical spacing of the horizontally distributed wire mesh; This is the load-bearing capacity reduction factor for the wire mesh.

[0018] As a preferred method, the wall thickness design method includes the following steps: ① Calculate wind load and seismic action The "Code for Design of Building Structures" (GB 50009-2001) provides the following formula for calculating wind load:

[0019] In the formula, This is the standard value of wind load. Basic wind pressure, This is the wind load shape coefficient. This is the wind pressure height variation coefficient. Let z be the wind vibration coefficient at height z.

[0020] The formula for calculating seismic action in the "Code for Seismic Design of Buildings" (GB 50011-2010) is as follows:

[0021]

[0022] △

[0023] In the formula, This represents the standard value of the total horizontal seismic force on the structure. The horizontal seismic influence coefficient corresponding to the fundamental natural period of the structure, The equivalent total gravity load of the structure. For point mass The standard value of seismic action, , Concentrated at point mass , The representative value of gravity load, , They are point masses , The calculated height, Add a seismic action coefficient to the top, △ Add horizontal seismic action to the top; i Indicates the first i layer, This refers to the floor number.

[0024] ② The standard value of the inter-story shear force calculated from wind load and seismic action is multiplied by its respective partial factor, and after considering the combination factor, it is combined with the gravity load effect. The maximum value is taken from all possible combination results to obtain the first... i Shear design value of each floor ; ③ Based on the formula for calculating the shear bearing capacity of a single wall section, the first... i Total shear capacity of the story :

[0025] In the formula, For the shear bearing capacity of a single wall section, For the first i Total number of layers of walls. For the first i Total shear capacity of the story; ④ According to the first i Interstory shear design value ≤th iTotal shear capacity of the story To meet the requirements, determine the minimum internal wall thickness for each floor to satisfy the load-bearing capacity requirements. .

[0026] As a preferred option, The values ​​range from 0.68 to 0.95. The thickness of ECC concrete ranges from 60 to 90 mm. The thickness of ECC concrete on the outside of the vertical C-shaped light steel keel ranges from 30 to 50 mm. The thickness of the building surface layer containing thermal insulation material ranges from 90 to 100 mm. The thickness of the modular unit composite wall ranges from 160 to 180 mm. The thickness of the vertical C-shaped light steel keel ranges from 1 to 2 mm. The thickness of the horizontal U-shaped light steel keel and the vertical U-shaped light steel keel ranges from 3 to 4 mm. The wire diameter of the wire mesh ranges from 4 to 10 mm. The mesh size ranges from 50×50 to 150×150 mm.

[0027] As a preferred option, the wire mesh is a two-way wire mesh.

[0028] As a preferred option, ECC concrete is used as the outer side of the wall, while the inner side of the wall is provided with insulation material and building surface layer flush with the ceiling beams, floor beams and modular columns. The insulation material houses the building equipment and water heating pipelines.

[0029] A method for preparing a high-load-bearing modular composite wall for a steel structure integrated building includes the following steps: connecting horizontal U-shaped light steel keels and vertical U-shaped light steel keels to form a light steel outer frame for the internal wall; arranging multiple vertical C-shaped light steel keels at intervals within the light steel outer frame, each vertical C-shaped light steel keel being connected to a horizontal U-shaped light steel keel; connecting a wire mesh to one side of the multiple vertical C-shaped light steel keels; pouring a smooth ECC concrete on one side of the flange of the vertical C-shaped light steel keel connected to the wire mesh, with the light steel outer frame connected to the ECC concrete and flush with it; pouring insulation materials such as foamed concrete and a building surface layer on the other side of the flange of the vertical C-shaped light steel keels; connecting the upper and lower ends of the internal wall to the ceiling beam and floor beam respectively, and connecting the left and right ends of the internal wall to modular columns.

[0030] The modular composite wall of the present invention operates through the following multi-layered collaborative mechanism: 1. Coordination of in-plane forces: Under vertical loads: the load is mainly borne by the modular columns and floor beams, and transferred to the internal walls via welded joints through the vertical U-shaped and C-shaped light steel joists. The ECC concrete bears the load under the constraint of the vertical joists, while the wire mesh provides in-plane restraint to prevent premature concrete collapse.

[0031] Under horizontal loads (such as earthquakes): Horizontal shear force is transferred to the walls through ceiling beams and floor beams. The horizontal U-shaped light steel joists and the outer ECC concrete cladding work together to provide the main shear resistance. The vertical C-shaped light steel joists and the bidirectional wire mesh spot-welded to them together form distributed stiffening ribs, effectively inhibiting the propagation of shear diagonal cracks in the ECC concrete slab, causing it to shift from brittle shear failure to ductile flexural shear failure.

[0032] 2. Out-of-plane stable cooperation: The U-shaped light steel outer frame not only participates in in-plane stress, but its closed section characteristics also provide strong out-of-plane constraints for the internal vertical C-shaped keel and ECC concrete slab, preventing the wall from buckling out of plane when under compression or shear, which is difficult to achieve with an open C-shaped keel frame.

[0033] 3. Synergy between material properties and structural design: The high ductility and strain hardening properties of ECC concrete are the foundation for achieving thin-walled, high-strength concrete in this design. Its microcrack propagation capability matches the elastic deformation stage of the steel frame. Under the given load-bearing capacity calculation formula, combined with the wire mesh, the synergistic effect between the various components achieves good compatibility with the deformation (shear type) of the steel frame, ultimately resulting in ideal flexural-shear failure.

[0034] In summary, the present invention has the following advantages: The modular composite wall features a smooth ECC concrete exterior and a decorative surface layer containing smooth insulation material on the interior, resulting in a pleasing architectural appearance. Horizontal and vertical U-shaped light steel keels connect to form the light steel outer framework of the internal walls. The vertical C-shaped light steel keels, combined with the ECC concrete, provide significant lateral stiffness, ensuring excellent mechanical properties and minimizing deformation under load. The internal walls, ceiling beams, floor beams, and modular columns are prefabricated and connected in the factory to form complete steel structure modular units. On-site construction only requires the assembly of these modular units; no scaffolding is needed, simplifying the construction process. Attached Figure Description

[0035] Figure 1 This is a perspective view of a modular composite wall.

[0036] Figure 2 This is a schematic diagram of the outer side of the modular composite wall.

[0037] Figure 3 This is a structural diagram of the internal walls.

[0038] Figure 4 This is an exploded view of a modular composite wall.

[0039] Figure 5 This is a longitudinal cross-sectional schematic diagram of a modular composite wall.

[0040] Figure 6 This is a schematic diagram of the cross-section of a modular composite wall.

[0041] Figure 7 This is a schematic diagram of a steel structure modular unit.

[0042] Figure 8 This is a schematic diagram of the finite element model of the composite wall in an embodiment of the present invention.

[0043] Figure 9 This is a stress diagram of the composite wall in an embodiment of the present invention.

[0044] Figure 10 This is a force-displacement curve of the composite wall in an embodiment of the present invention.

[0045] Figure 11 This is a force-displacement curve diagram of the comparative wall in an embodiment of the present invention.

[0046] In the picture: 1 is the ceiling beam, 2 is the floor beam, 3 is the modular column, 4 is the horizontal U-shaped light steel keel, 5 is the vertical U-shaped light steel keel, 6 is the vertical C-shaped light steel keel, 7 is the wire mesh, 8 is the ECC concrete, 9 is the stud, and 10 is the building surface layer containing thermal insulation material. Detailed Implementation

[0047] The present invention will now be described in further detail.

[0048] A high-load-bearing modular composite wall for integrated steel structure buildings, such as Figure 1 As shown, it includes ceiling beam 1, floor beam 2, modular column 3, and internal walls.

[0049] The structure of the internal walls is as follows Figure 3 , Figure 4 As shown, the internal wall includes horizontal U-shaped light steel keel 4, vertical U-shaped light steel keel 5, vertical C-shaped light steel keel 6, wire mesh 7, ECC concrete 8, studs 9, and a building surface layer 10 containing thermal insulation material; the horizontal U-shaped light steel keel 4 and the vertical U-shaped light steel keel 5 are connected to form the light steel outer frame of the internal wall.

[0050] like Figure 6 As shown, multiple vertical C-shaped light steel keels 6 are spaced apart inside the light steel outer frame, and each vertical C-shaped light steel keel 6 is connected to a horizontal U-shaped light steel keel 4.

[0051] like Figure 2 , Figure 5As shown, multiple vertical C-shaped light steel keels 6 are connected to one side with wire mesh 7. A flat ECC concrete 8 is poured on one side of the flange of the vertical C-shaped light steel keel 6 connected to the wire mesh 7. The light steel outer frame is connected to the ECC concrete 8 and is set flush. A building surface layer 10 of foam concrete and other thermal insulation materials is poured on the other side of the flange of the vertical C-shaped light steel keel 6. The upper and lower ends of the internal wall are connected to the ceiling beam 1 and the floor beam 2 respectively. The left and right ends of the internal wall are connected to the modular column 3.

[0052] The vertical C-shaped light steel keel 6 is spot welded to the steel wire mesh 7.

[0053] The light steel outer frame is connected to the concrete 8 by means of studs 9.

[0054] Both the horizontal U-shaped light steel keel 4 and the vertical U-shaped light steel keel 5 are welded to the ceiling beam 1, the floor beam 2 and the modular column 3.

[0055] The values ​​range from 0.68 to 0.95. The thickness of ECC concrete 8 ranges from 60 to 90 mm. The thickness of ECC concrete 8 on the outside of the vertical C-shaped light steel keel 6 ranges from 30 to 50 mm. The thickness of the building surface layer 10 containing thermal insulation material ranges from 90 to 100 mm. The thickness of the modular unit composite wall ranges from 160 to 180 mm. The thickness of the vertical C-shaped light steel keel 6 ranges from 1 to 2 mm. The thickness of the horizontal U-shaped light steel keel 4 and the vertical U-shaped light steel keel 5 ranges from 3 to 4 mm. The wire diameter of the wire mesh 7 ranges from 4 to 10 mm, and the mesh size ranges from 50×50 to 150×150 mm.

[0056] Wire mesh 7 is a two-way wire mesh.

[0057] ECC concrete 8 serves as the outer side of the wall, while the inner side of the wall is provided with a building surface layer 10 containing thermal insulation material, in which building equipment and water and heating pipes are housed.

[0058] In this embodiment, the dimensions of the internal wall are 2400×2400×60mm (length×width×thickness). The vertical C-shaped light steel keel 6 has dimensions of C135×40×15×1.5mm and a spacing of 600mm. The vertical U-shaped light steel keel 5 has dimensions of U154×40×3mm, and the horizontal U-shaped light steel keel 4 has dimensions of U160×40×3mm. A two-way steel wire mesh with a diameter of 4mm and a mesh size of 50×50mm is arranged. The module column 3, ceiling beam 1, and floor beam 2 are made of Q355 steel. The dimensions of the steel module column 3 are □160×160×6mm, the dimensions of the ceiling beam 1 are HM160×160×7×10mm, and the dimensions of the floor beam 2 are HW194×160×6×9mm. The studs 9 have a diameter of Φ10mm and a length of 90mm. 23 studs are arranged on each U-shaped light steel keel with a spacing of 100mm. The entire modular composite wall is 160mm thick, the ECC concrete 8 is 60mm thick, and the remaining 100mm is used for building equipment pipelines, which are then filled with foamed concrete. Finally, multiple composite walls are assembled to form a steel structure modular unit, such as... Figure 7 As shown in the diagram, this wall exhibits good load-bearing capacity, has a simple construction process, and shortens the construction period. The wall thickness is thinner than that of ordinary reinforced concrete shear walls, which reduces costs to some extent. The connection between the wall and the steel frame was considered, resolving the connection issue between the internal walls and the steel frame.

[0059] A method for preparing a high-load-bearing modular composite wall for a steel structure integrated building includes the following steps: connecting horizontal U-shaped light steel keel 4 and vertical U-shaped light steel keel 5 as a light steel outer frame for the internal wall; setting multiple vertical C-shaped light steel keels 6 at intervals within the light steel outer frame, each vertical C-shaped light steel keel 6 being connected to the horizontal U-shaped light steel keel 4; connecting wire mesh 7 to one side of the multiple vertical C-shaped light steel keels 6; pouring flat ECC concrete 8 on one side of the flange of the vertical C-shaped light steel keel 6 connected to the wire mesh 7; the light steel outer frame being connected to the ECC concrete 8 and flush with it; connecting the upper and lower ends of the internal wall to the ceiling beam 1 and the floor beam 2 respectively, and connecting the left and right ends of the internal wall to the modular columns 3.

[0060] In this embodiment, the internal wall is composed of horizontal U-shaped light steel keel 4, vertical U-shaped light steel keel 5, vertical C-shaped light steel keel 6, wire mesh 7, and ECC concrete 8. The light steel outer frame is composed of horizontal U-shaped light steel keel 4 and vertical U-shaped light steel keel 5. The modular design makes the construction of the wall more flexible. The outer side of the wall is a flat ECC concrete 8, and the inner side is a flat building surface layer 10 containing thermal insulation material. The building effect is good, the wall structure is simple, the construction process is simple, and it can save manpower and material resources. The ECC concrete 8 has a small pouring thickness, but can provide greater lateral stiffness, saving costs.

[0061] The following analysis uses a finite element model to examine the specific stress conditions: I. Model Establishment.

[0062] The modular unit composite wall and the ordinary fiber-reinforced concrete wall provided in the foregoing embodiments of the present invention were compared using the general-purpose finite element software ABAQUS 2021. Wall models were established, and all were identical except for the concrete material. Figure 8 As shown, the model's geometric dimensions are the data provided in the aforementioned embodiments.

[0063] Horizontal displacement analysis was applied to the two specimen models. To ensure calculation accuracy, truss elements were used for wire mesh 7, while solid elements were used for the remaining components. The mesh at the intersection of the components was refined. The welds between the modular column 3 and the ceiling and floor beams 2 were bonded together. The C-shaped vertical light steel keel, a small portion of the web, and wire mesh 7 were cast in concrete, and built-in constraints were used in the finite element method to embed the corresponding parts into the concrete. During the calculation, the displacements of the modular column 3 and floor beams 2 in all directions were first constrained. The top surface of the composite wall was coupled to a point above the centroid, and the out-of-plane displacement and torsion of that point were constrained. A vertical load of 600 kN was applied to the coupling point, controlling the axial compression ratio to be 0.15, followed by a horizontal displacement of 30 mm.

[0064] II. Results Analysis.

[0065] The stress cloud diagram of the present invention is as follows Figure 9 As shown in the stress diagram, darker colors indicate greater stress. Finally, the force-displacement curves of the present invention and the comparative wall can be obtained, as shown below. Figure 10 , 11 As shown. According to Figure 10 The force-displacement curve of the wall shown initially shows a linear upward trend (sloping segment), followed by a significant change in curvature and a turning point. This turning point is considered the yield point of the wall (usually defined as its design bearing capacity), with a corresponding shear force of 445 kN. Similarly, comparing this to the existing wall yield shear capacity of 300 kN, the shear capacity calculation formula proposed in this invention can be used to calculate:

[0066]

[0067]

[0068] The shear bearing capacity of the wall structure of this invention is calculated to be 442 kN using the shear bearing capacity calculation formula, while the bearing capacity calculated by finite element method is 445 kN, with a difference of 0.6%, which verifies the accuracy of the calculation formula; at the same time, it can be seen that the shear bearing capacity of the wall structure using this invention is increased by 50% compared with the prior art.

[0069] The comparative data fully demonstrates the synergistic enhancement effect and unexpected technical effect produced by the various components of the present invention, which is not a simple replacement of materials or components.

[0070] The above embodiments are preferred embodiments of the present invention, but the embodiments of the present invention are not limited to the above embodiments. Any changes, modifications, substitutions, combinations, or simplifications made without departing from the spirit and principle of the present invention shall be considered equivalent substitutions and shall be included within the protection scope of the present invention.

Claims

1. A high bearing capacity module unit composite wall of a steel structure integrated building, characterized in that: it comprises a ceiling beam, a floor beam, a module column and an internal wall; the internal wall comprises horizontal U-shaped light steel keels, vertical U-shaped light steel keels, vertical C-shaped light steel keels, steel wire meshes, ECC concrete, studs and a building surface layer containing thermal insulation materials; the horizontal U-shaped light steel keels and the vertical U-shaped light steel keels are connected to serve as a light steel outer framework of the internal wall; a plurality of vertical C-shaped light steel keels are arranged at intervals in the light steel outer framework, and each of the vertical C-shaped light steel keels is connected to the horizontal U-shaped light steel keels; the vertical C-shaped light steel keels are connected on one side to the steel wire meshes, and the ECC concrete is cast on the flanges of the vertical C-shaped light steel keels connected to the steel wire meshes; the light steel outer framework is connected to the ECC concrete and arranged flush with the ECC concrete; the thermal insulation materials and the building surface layer are cast on the other flanges of the vertical C-shaped light steel keels; the internal wall is connected at the upper and lower ends to the ceiling beam and the floor beam respectively, and connected at the left and right ends to the module column; the light steel outer framework is arranged flush with the ECC concrete and is integrally precast with the ceiling beam, the floor beam and the module column by welding in a factory to form a three-dimensional stress module unit of a steel structure integrated building which can be directly hoisted and spliced on site; wherein the thickness of the ECC concrete, the configuration parameters of the steel wire meshes and the specifications of the light steel keels are cooperatively arranged so that the module unit composite wall realizes the minimization of the wall thickness while meeting the predetermined shear bearing capacity and ductility index. The vertical C-shaped light steel keels are point-welded to the steel wire meshes. The light steel outer framework is connected to the concrete by arranging studs. The horizontal U-shaped light steel keels and the vertical U-shaped light steel keels are welded to the ceiling beam, the floor beam and the module column. The thickness design of the wall comprises the following steps: ①calculating wind load and seismic action The calculation formula of the wind load is: The calculation formula of the seismic action is:

2. The high load-bearing module unit composite wall of a steel-structure integrated building according to claim 1, characterized in that: The steel wire meshes are two-way steel wire meshes.

3. The high load-bearing module unit composite wall of a steel-structure integrated building according to claim 1, characterized in that: The ECC concrete is arranged on the outer side of the wall, and the thermal insulation materials are arranged flush with the ceiling beam, the floor beam and the module column on the inner side of the wall, and the thermal insulation materials accommodate pipelines of building equipment and water heating.

4. The high load-bearing module unit composite wall of a steel-structure integrated building according to claim 1, characterized in that: The method comprises the following steps:

5. The high load-bearing module unit composite wall of a steel-structure integrated building according to claim 1, characterized in that: The thickness of the ECC concrete, the configuration parameters of the steel wire mesh and the specifications of the light steel keel are cooperatively set, specifically including that the horizontal shear bearing capacity is mainly borne by the ECC concrete and the steel wire mesh, and a reduction coefficient is multiplied by the bearing capacity of the steel wire mesh The shear bearing capacity expression of the monolithic wall is modified as wherein, is the shear span ratio; is the tensile strength of the ECC concrete; is the thickness of the ECC concrete; is the effective height of the interior wall cross section; is the axial compressive design value of the wall; is the total cross-sectional area of the horizontal distribution wire mesh arranged in the same cross section; is the vertical spacing of the horizontal distribution wire mesh; is the bearing capacity reduction factor of the wire mesh.

6. The high load-bearing module unit composite wall of a steel-structure integrated building according to claim 5, characterized in that: connecting the horizontal U-shaped light steel keels and the vertical U-shaped light steel keels to serve as a light steel outer framework of the internal wall; arranging a plurality of vertical C-shaped light steel keels at intervals in the light steel outer framework, and connecting each of the vertical C-shaped light steel keels to the horizontal U-shaped light steel keels; connecting the vertical C-shaped light steel keels on one side to the steel wire meshes, and casting the ECC concrete on the flanges of the vertical C-shaped light steel keels connected to the steel wire meshes, and connecting the light steel outer framework to the ECC concrete and arranging the light steel outer framework flush with the ECC concrete; wherein is the wind load standard value, is the basic wind pressure, is the wind load shape coefficient, is the wind pressure height variation coefficient, is the wind vibration coefficient at height z; casting the thermal insulation materials and the building surface layer after accommodating the pipelines of building equipment and water heating on the other flanges of the vertical C-shaped light steel keels; △ In the formula, This represents the standard value of the total horizontal seismic force on the structure. The horizontal seismic influence coefficient corresponding to the fundamental natural period of the structure, The equivalent total gravity load of the structure. For point mass The standard value of seismic action, , Concentrated at point mass , The representative value of gravity load, , They are point masses , The calculated height, Add a seismic action coefficient to the top, △ Add horizontal seismic action to the top; i Indicates the first i layer, For the number of floors; The standard value of interlayer shear force calculated from wind load and earthquake action is multiplied by the respective partial coefficient, and after considering the combination value coefficient, it is combined with the gravity load effect, and the maximum value is taken from all possible combination results to obtain the design value of interlayer shear force i Design value of interlayer shear force ; 3. According to the formula of the shear capacity of monolithic wall, the shear capacity of the first floor is calculated as i the total shear capacity of the first floor : wherein the total shear capacity of the monolithic wall, the total shear capacity of the monolithic wall, i the total number of layers of the wall, the total shear capacity of the monolithic wall, i the total shear capacity of the monolithic wall, (4) According to the requirements of the first i Design value of interlayer shear force ≤ The requirements of the first i Total shear capacity of the floor Determine the minimum internal wall thickness of each floor that meets the capacity requirements .

7. The high load-bearing module unit composite wall of a steel-structure integrated building according to claim 5, characterized in that: Load bearing reduction factor of wire mesh The value range is between 0.68-0.95, the thickness range of ECC concrete is 60-90mm, the thickness range of ECC concrete outside vertical C-shaped light steel keel is 30-50mm, the thickness range of building surface layer containing thermal insulation material is 90-100mm, the thickness range of module unit composite wall is 160-180mm, the thickness range of vertical C-shaped light steel keel is 1-2mm, the thickness range of horizontal U-shaped light steel keel and vertical U-shaped light steel keel is 3-4mm, the wire diameter range of steel wire mesh is 4-10mm, and the mesh size range is 50×50-150×150mm.

8. The high load-bearing module unit composite wall of a steel-structure integrated building according to claim 1, characterized in that: connecting the internal wall at the upper and lower ends to the ceiling beam and the floor beam respectively, and connecting the internal wall at the left and right ends to the module column.

9. The high load-bearing module unit composite wall of a steel-structure integrated building according to claim 1, characterized in that: ​ 10. A method of manufacturing a high load-bearing module unit composite wall of a steel structural integrated building according to any one of claims 1-9, characterized in that: ​ ​ ​ ​ ​ ​

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