Large-space variable house type steel structure residence and design method thereof

Abstract

The application provides a large-space variable house type steel structure residence and a design method thereof, and relates to the technical field of steel structure residence design, and specifically comprises mutually connected column bodies and floors, the column body is sequentially provided with a concrete core, a rectangular steel pipe column and a first reinforced concrete cladding layer from inside to outside; the first reinforced concrete cladding layer comprises a steel mesh layer; the floor is sequentially provided with a top reinforced concrete layer, a middle layer and a bottom reinforced concrete layer from top to bottom; the middle layer is uniformly provided with a combined rib beam, a hollow square box and a floor rib beam; the combined rib beam is used for connecting the floor and the column body; a plurality of floor rib beams are vertically arranged to form a grid structure; the grid structure is symmetrically arranged on both sides of the combined rib beam; and the hollow square box is arranged in a grid hole of the grid structure. The scheme can provide a large-space beamless and columnless space, improve the use area in the suite, and be suitable for the dynamic change requirement of a family structure.

Description

Technical Field

[0001] This invention relates to the field of steel structure residential design technology, and in particular to a large-space, variable-unit steel structure residential building and its design method. Background Technology

[0002] In the field of residential construction, traditional structural forms have long faced numerous insurmountable technical bottlenecks, severely restricting the improvement of living experience and overall building efficiency. Traditional concrete frame or shear wall structures rely on a large number of internal load-bearing walls to divide space, resulting in fixed and rigid apartment layouts that cannot adapt to the dynamic changing needs of families throughout their life cycle, from couples to multi-child families and retirement living. Furthermore, the excessive area occupied by walls leads to low actual usability of the interior space.

[0003] While conventional steel-structured residential buildings offer advantages in seismic performance and construction speed, they also have significant drawbacks. Firstly, exposed beams and columns significantly compromise the integrity of the interior space, affecting aesthetics and limiting the flexibility of furniture placement and space modification. Secondly, steel structures have poor fire resistance, requiring additional thick layers of fire-retardant coating and regular maintenance. Furthermore, steel is prone to corrosion, leading to high costs for anti-corrosion treatment and subsequent maintenance. Even with improved designs using steel-concrete composite columns, the outer concrete layer typically needs to be over 150mm thick. This significantly reduces lateral space, compresses usable interior area, increases structural weight, and lowers vertical load-bearing efficiency. Moreover, the complex construction process and challenging formwork requirements of thick concrete layers further extend the construction period.

[0004] Traditional prefabricated steel structure housing also faces many challenges: unreasonable structural design necessitates the use of large amounts of steel to ensure load-bearing capacity, resulting in significantly higher steel consumption and overall costs; complex component connection nodes and a high proportion of on-site wet work significantly reduce assembly efficiency, making it difficult to achieve the expected goal of efficient construction. Furthermore, conventional floor slabs are mostly solid or small-span hollow slabs, requiring dense beams or columns for support, making it impossible to achieve large-span, beam-free, and column-free spaces, and severely limiting the flexibility of unit layout adjustments; simultaneously, solid floor slabs have a large self-weight, resulting in redundant steel reinforcement and concrete usage, which not only increases the overall building load but also further drives up material costs and construction difficulty.

[0005] The inherent limitations of these traditional technologies have made it difficult to achieve a balance between space utilization, functional adaptation, construction costs, and operation and maintenance efficiency in residential buildings. Therefore, developing a new steel structure residential system that can overcome these technological bottlenecks, achieve large-span, beam-free, and column-free spaces, and simultaneously ensure fire resistance, corrosion resistance, and construction efficiency has become an urgent need for the industry, and also lays a significant practical significance and application value for the proposal of this invention. Summary of the Invention

[0006] The purpose of this invention is to provide a large-space, variable-unit steel structure residential building and its design method, so as to solve at least one of the above-mentioned technical problems existing in the prior art.

[0007] Firstly, in order to solve the above-mentioned technical problems, the present invention provides a large-space variable-unit steel structure residential building, including interconnected columns and floor slabs;

[0008] The column consists of a concrete core, a rectangular steel pipe column, and a first reinforced concrete cladding layer from the inside out; the first reinforced concrete cladding layer includes a steel mesh layer.

[0009] The floor slab consists of a top reinforced concrete layer, a middle layer, and a bottom reinforced concrete layer from top to bottom.

[0010] The middle layer of the slab is evenly distributed with composite rib beams, hollow square boxes and floor slab rib beams;

[0011] The combined rib beam is used to connect the floor slab and the column, and consists of H-beams and a second reinforced concrete cladding layer from the inside to the outside.

[0012] The upper and lower flange surfaces of the H-beam are provided with interfacial shear reinforcement.

[0013] The second reinforced concrete covering layer includes the longitudinal reinforcement of the composite rib beam and the transverse reinforcement of the composite rib beam;

[0014] Several floor slab ribs are arranged perpendicularly to each other to form a grid structure; the grid structure is symmetrically arranged on both sides of the combined ribs; the hollow square box is placed in the grid holes of the grid structure.

[0015] Thus, through the hollow square box and related structural design of this application, a large-span hollow floor slab is constructed. Without sacrificing the rigidity of the floor slab, the weight of the floor slab is greatly reduced, vertical space is saved, and the floor area is expanded. This allows steel structure houses to have a certain amount of large space without beams or columns (e.g., 8m*8m), which facilitates subsequent adjustments to the unit layout. At the same time, through the special column structure design of this application, a support column that can achieve integrated load-bearing and protection functions is constructed. Through the concrete covering layer, the rectangular steel pipe column is effectively protected, the fire resistance limit of the column is improved, horizontal space is saved, and anti-corrosion maintenance costs are reduced.

[0016] In one feasible implementation, the column has a built-in steel frame connector (H-beam) at the connection point with the composite rib beam for connecting with the composite rib beam.

[0017] In one feasible implementation, the column also has symmetrically built-in slab reinforcement connectors (steel plates) on both sides of the steel frame connector, for connecting with the top reinforced concrete layer and the bottom reinforced concrete layer of the slab respectively.

[0018] In one feasible implementation, the combined ribbed longitudinal reinforcement is connected to the column via a (conventional) sleeve.

[0019] Secondly, based on the same inventive concept, this application also provides a design method for the aforementioned steel structure residential building, including a fire-resistant design method for columns, specifically comprising:

[0020] Step a1: Based on the fire protection design code, calculate and determine the initial cross-sectional parameters and fire resistance limit requirements of the rectangular steel pipe column.

[0021] Preferably, the fire protection design code includes the "Code for Fire Protection Design of Buildings" GB 55037-2022.

[0022] Preferably, the fire resistance limit requirement includes: the fire resistance limit of load-bearing components of residential buildings must be not less than 3 hours.

[0023] Preferably, the initial section parameters include the width of the short side of the rectangular steel pipe column, the height-to-width ratio of the rectangular steel pipe column section, the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column, the slenderness ratio, the pipe content ratio, the column load ratio, the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column, and the concrete strength of the first reinforced concrete covering layer.

[0024] Step a2: Select the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column, and calculate the fire resistance limit time based on the fire resistance limit assessment formula. .

[0025] Preferably, the fire resistance limit assessment formula can be obtained through numerical regression after fire resistance performance experiments and finite element simulation analysis of the prototype sample, specifically including:

[0026] Regarding the situation where the column is exposed to fire on all four sides:

[0027] ;

[0028] in, This indicates the correction value for the column load ratio, specifically: , Indicates the column load ratio; This represents the slenderness ratio correction value, specifically... , Indicates the slenderness ratio; This represents the correction value for the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column, specifically: , This indicates the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column; This represents the correction value for the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column, specifically: , This indicates the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column; This indicates the correction value for the pipe content ratio, specifically: , Indicates the pipe content; This represents the correction value for the short side width of the rectangular steel pipe column, specifically: , This represents the width of the shorter side of the rectangular steel pipe column; This indicates the correction value for the height-to-width ratio of the rectangular steel pipe column section, specifically: , This indicates the height-to-width ratio of a rectangular steel pipe column section; This represents the correction value for the concrete strength of the first reinforced concrete covering layer, specifically... , This indicates the concrete strength of the first reinforced concrete covering layer;

[0029] Regarding the situation where the opposite sides of the column are exposed to fire:

[0030] ;

[0031] The specific calculation formulas for each correction value are as follows: ; ; ; ; ; ; ;

[0032] Regarding the fire exposure on two adjacent sides of the column:

[0033] ;

[0034] The specific calculation formulas for each correction value are as follows: ; ; ; ; ; ; ; ;

[0035] For situations where a column is exposed to fire on only one side:

[0036] ;

[0037] The specific calculation formulas for each correction value are as follows: ; ; ; ; ; ; This represents the correction value for the yield strength of a rectangular steel tube column, specifically... , Indicates the yield strength of a rectangular steel pipe column;

[0038] In this way, by using the above correction values, the image weights of the corresponding parameters can be adjusted, so that the calculation results are closer to the experimental results of the four fire conditions.

[0039] Step a3: Determine the fire resistance limit time Does it meet the fire resistance limit requirement? If yes, output the thickness of the first reinforced concrete covering layer on the short side of the selected rectangular steel pipe column; if no, iteratively execute step a2.

[0040] Preferably, the method further includes step a4, which involves using a finite element analysis tool to analyze and obtain the finite element fire resistance limit temperature of the column at the current size. ;Will and By comparing the results, the coefficient of determination and error distribution are calculated to verify the agreement between the simplified calculation results and the simulation results.

[0041] Preferably, the aspect ratio of the rectangular steel pipe column section is in the range of 1-4; the width of the short side of the rectangular steel pipe column is not less than 100mm; the wall thickness of the rectangular steel pipe column is in the range of 6-22mm; the yield strength grade of the rectangular steel pipe column is Q355-Q420; the strength grade of the first reinforced concrete covering layer is in the range of C30-C35; and the strength grade of the concrete core is in the range of C40-C60.

[0042] Preferably, the thickness of the first reinforced concrete cladding layer is 30-100mm. This reduces the temperature conduction rate of the column under fire conditions on all four sides by at least 60%, effectively preventing a sharp drop in the strength of the steel at high temperatures. It also avoids excessive structural weight, achieving a balance between function and self-weight. Specifically, for inland areas, the thickness of the first reinforced concrete cladding layer is 30-50mm; for coastal areas, the thickness is 50-100mm, to enhance impermeability and delay chloride ion corrosion.

[0043] In one feasible implementation, the design method for the steel structure residential building further includes a column seismic design method, specifically comprising:

[0044] For seismic resistance level I, the upper limit of the axial compression ratio is 0.7; for seismic resistance level II, the upper limit of the axial compression ratio is 0.8; for seismic resistance level III, the upper limit of the axial compression ratio is 0.9; and for seismic resistance level IV, the upper limit of the axial compression ratio is 0.95.

[0045] Furthermore, when the column shear span ratio is not greater than 2, the corresponding upper limit of the axial compression ratio is reduced by 0.05.

[0046] Preferably, the method for determining the seismic resistance level includes:

[0047] When the seismic fortification intensity is 6 degrees and the building height is no more than 60m, the seismic resistance level is level four; when the building height is greater than 60m, the seismic resistance level is level three.

[0048] When the seismic fortification intensity is 7 degrees and the building height is no more than 24m, the seismic resistance level is level four; when the building height is between 24 and 60m, the seismic resistance level is level three; when the building height is greater than 60m, the seismic resistance level is level two.

[0049] When the seismic fortification intensity is 8 degrees and the building height is no more than 24m, the seismic resistance level is level three; when the building height is between 24 and 60m, the seismic resistance level is level two; when the building height is greater than 60m, the seismic resistance level is level one.

[0050] In one feasible implementation, the design method for the steel structure residential building further includes a floor slab dimension design method, specifically comprising:

[0051] Step b1: Based on the concrete structure design code, determine the lower limit of the floor slab thickness through load-bearing capacity verification.

[0052] Preferably, the minimum thickness of the floor slab is 200mm, which satisfies the design specifications for concrete structures while ensuring a smaller amount of steel reinforcement, thereby reducing manufacturing costs.

[0053] Step b2: Determine the upper limit of floor slab thickness based on residential usage requirements.

[0054] Preferably, the upper limit of the floor slab thickness is 400mm, which can achieve a floor clear height of 2.6-3.05m, thereby meeting the usage requirement of no less than 2.6m for bedrooms / living rooms (refer to GB 50096-2011) and suppressing the increase in manufacturing costs.

[0055] Step b3: Establish a floor slab model using finite element analysis tools; calculate the maximum stress of the steel bars and concrete in the floor slab based on elastic deformation and preset loads, and compare it with the corresponding material strength design values ​​to determine the dimensions of each structural component in the floor slab, including the height, width, upper and lower flange thickness of H-beams, thickness of the top and bottom reinforced concrete layers, diameter and spacing of the interface shear reinforcement.

[0056] By adopting the above technical solution, the present invention has the following beneficial effects:

[0057] This invention provides a large-space, variable-configuration steel structure residential building and its design method, which can provide a large, beam-free, and column-free space, increasing the usable floor area by 5-8% compared to traditional concrete structures, and can adapt to the dynamic changes in family structure. This design eliminates exposed beams and columns, significantly improving spatial integrity, with a net height range of 2.6-3.05m. Compared to conventional steel frame-core tube structures, it saves 0.3-0.5m of floor height, significantly improving space utilization. This design meets fire resistance requirements, with a corrosion resistance life of no less than 50 years, saving substantial costs on fire-retardant coatings and corrosion protection maintenance compared to traditional steel structures. This design reduces concrete usage by 16-58%, steel reinforcement usage by 10-45%, on-site wet work by 60%, formwork area by 15.1-58%, and construction period by 40-60% compared to traditional concrete structures; the steel recycling rate is no less than 90%. Attached Figure Description

[0058] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0059] Figure 1 This is a top sectional view of a column provided in an embodiment of the present invention;

[0060] Figure 2 A top view of the floor slab installation provided in an embodiment of the present invention;

[0061] Figure 3 This is a schematic diagram of the cross-sectional structure of the combined rib beam provided in an embodiment of the present invention;

[0062] Figure 4 This is a schematic diagram of the longitudinal section structure of the H-beam provided in an embodiment of the present invention;

[0063] Figure 5 This is a schematic diagram of the floor slab connection structure provided in an embodiment of the present invention;

[0064] Figure 6 A schematic diagram of the floor slab connection structure from another angle, provided for an embodiment of the present invention;

[0065] Figure 7 for Figure 5 Enlarged diagram of area A in the middle;

[0066] Figure 8 for Figure 5Enlarged diagram of area B in the middle;

[0067] Figure 9 for Figure 6 Enlarged diagram of area C;

[0068] Figure 10 The above are measured load-displacement curves of a column provided in the embodiments of the present invention; wherein, Figure a shows the case of fire on all four sides with a load ratio of 0.4, Figure b shows the case of fire on two opposite sides with a load ratio of 0.6, Figure c shows the case of fire on one side with a load ratio of 0.6, and Figure d shows the case of fire on all four sides with a load ratio of 0.6.

[0069] Figure 11 The following are typical temperature field distribution diagrams of a column subjected to fire on four sides, provided in an embodiment of the present invention; wherein, diagram a shows the state after 30 minutes of fire, diagram b shows the state after 60 minutes of fire, diagram c shows the state after 90 minutes of fire, and diagram d shows the state after 180 minutes of fire.

[0070] Figure 12 The following diagram illustrates the influence of typical parameters on fire resistance limit time in embodiments of the present invention; wherein, diagram a shows the influence of column load ratio, and diagram b shows the influence of the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column.

[0071] Figure 13 The following is a comparison chart of simplified calculation results and simulation results provided for embodiments of the present invention; wherein, figure a shows the case of being burned on all four sides, figure b shows the case of being burned on two opposite sides, figure c shows the case of being burned on two adjacent sides, and figure d shows the case of being burned on one side.

[0072] Figure 14 The error distribution histogram provided in the embodiments of the present invention; wherein, figure a shows the case of four sides being burned, figure b shows the case of two opposite sides being burned, figure c shows the case of two adjacent sides being burned, and figure d shows the case of one side being burned;

[0073] Figure 15 Figure 1 shows an example of finite element analysis of stress distribution in a floor slab provided in an embodiment of the present invention; wherein, Figure 2a shows the analysis of the reinforcing bars in the top and bottom reinforced concrete layers of the slab, Figure 3b shows the overall analysis of the floor slab, and Figure 4c shows the analysis of the connection nodes between the floor slab and the column.

[0074] Figure label:

[0075] 1-Concrete core, 2-Rectangular steel pipe column, 3-First reinforced concrete covering layer, 4-Reinforcing mesh layer, 6-Composite rib beam, 5-Hollow square box, 7-Floor slab rib beam, 601-H-beam, 602-Second reinforced concrete covering layer, 603-Interface shear reinforcement, 604-Longitudinal reinforcement of composite rib beam, 10-First floor slab, 101-Relief groove, 102-Slide rail, 103-First chamber, 104-Second chamber, 105-Cover Plate, 20-Second floor plate, 201-Insertion hole, 202-Lock cavity, 203-Exit channel, 30-Locking component, 301-Locking rod, 302-First elastic element, 303-Groove, 304-Locking block, 305-Second elastic element, 306-Extending vertical plate, 307-Extending horizontal plate, 308-Limiting block, 40-Unlocking component, 401-Lifting rod, 402-Third elastic element, 403-Connecting plate, 404-Toggle rod. Detailed Implementation

[0076] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0077] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0078] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0079] The present invention will be further explained below with reference to specific embodiments.

[0080] Example 1:

[0081] like Figure 1-4As shown in the figure, this embodiment provides a large-space, variable-unit steel structure residential building, including interconnected columns and floor slabs;

[0082] The column consists of a concrete core 1, a rectangular steel pipe column 2, and a first reinforced concrete covering layer 3 from the inside out; the first reinforced concrete covering layer 3 includes a steel mesh layer 4.

[0083] The floor slab consists of a top reinforced concrete layer, a middle layer, and a bottom reinforced concrete layer from top to bottom.

[0084] The middle layer of the slab is evenly distributed with composite rib beams 6, hollow square boxes 5 and floor slab rib beams 7.

[0085] The combined rib beam 6 is used to connect the floor slab and the column, and consists of H-beam 601 and a second reinforced concrete covering layer 602 from the inside to the outside.

[0086] The upper and lower flange surfaces of the H-beam 601 are provided with interface shear reinforcement 603;

[0087] The second reinforced concrete covering layer 602 includes longitudinal reinforcement 604 and transverse reinforcement of the composite rib beam.

[0088] Several floor slab ribs 7 are arranged perpendicularly to each other to form a grid structure; the grid structure is symmetrically arranged on both sides of the combined ribs 6; the hollow square box 5 is arranged in the grid holes of the grid structure.

[0089] Thus, through the hollow square box 5 and its related structural design in this application, a large-span hollow floor slab is constructed. Without sacrificing the rigidity of the floor slab, the weight of the floor slab is greatly reduced, vertical space is saved, and the floor area is expanded. This allows steel structure houses to have a certain amount of large space without beams or columns (e.g., 8m*8m), which facilitates subsequent adjustments to the unit layout. At the same time, through the special column structure design in this application, a support column that can achieve integrated load-bearing and protection functions is constructed. Through the concrete covering layer, the rectangular steel pipe column 2 is effectively protected, the fire resistance limit of the column is improved, horizontal space is saved, and anti-corrosion maintenance costs are reduced.

[0090] Furthermore, the column has a built-in steel frame connector (e.g., H-beam 601) at the connection point with the combined rib beam 6 for connecting with the combined rib beam 6.

[0091] Furthermore, the column body also has symmetrically built-in slab reinforcement connectors (e.g., steel plates) on both sides of the steel frame connector, for connecting with the top reinforced concrete layer and the bottom reinforced concrete layer of the slab respectively.

[0092] Furthermore, the longitudinal reinforcement 604 of the combined rib beam is connected to the column body by a (conventional) sleeve.

[0093] Example 2:

[0094] like Figure 5-9 As shown, this embodiment, based on Embodiment 1, also provides a floor slab connection structure, specifically including a first floor slab 10, a second floor slab 20, a locking component 30, and an unlocking component 40. The locking component 30 is movably disposed on the side wall of the first floor slab 10. The side wall of the second floor slab 20 has an insertion hole 201 for the locking component 30 to be inserted. The second floor slab 20 has a locking cavity 202 communicating with the insertion hole 201. After the locking component 30 is inserted into the insertion hole 201, the locking component 30 acts on the inner wall of the locking cavity 202 to lock the first floor slab 10 and the second floor slab 20 into one unit. The unlocking component 40 is installed inside the first floor slab 10 and is used to release the locking state of the locking component 30 on the first floor slab 10 and the second floor slab 20.

[0095] When it is necessary to connect two sets of floor slabs into one unit, the side wall of the second floor slab 20 with the insertion hole 201 can be oriented towards the side wall of the first floor slab 10 with the locking component 30, so that the first floor slab 10 and the second floor slab 20 are misaligned and attached. Then, the first floor slab 10 is pressed, so that the side wall of the first floor slab 10 slides against the side wall of the second floor slab 20. When the first floor slab 10 and the second floor slab 20 are flush, the locking component 30 is inserted into the insertion hole 201. At the same time, the locking component 30 acts on the inner wall of the lock cavity 202, thereby connecting the first floor slab 10 and the second floor slab 20 into one unit. When it is necessary to separate the first floor slab 10 and the second floor slab 20, the locking component 40 can be used to release the locking component 30 from the locking state between the first floor slab 10 and the second floor slab 20.

[0096] Furthermore, a slide rail 102 is provided on the side wall of the first floor slab 10. The locking assembly 30 includes a locking rod 301, a first elastic element 302, a locking block 304, and a second elastic element 305. One end of the locking rod 301 extends into the slide rail 102 and is connected to the inner wall of the slide rail 102 through the second elastic element 305. The other end extends to the outside of the first floor slab 10. The locking rod 301 has a sloping surface at the end outside the first floor slab 10. A groove 303 is provided on the rod body of the locking rod 301 outside the first floor slab 10. One end of the locking block 304 extends into the groove 303 and is connected to the inner wall of the groove 303 through the first elastic element 302. The other end extends to the outside of the locking rod 301. The locking block 304 is perpendicular to the locking rod 301. The locking block 304 has an arc-shaped surface at the end outside the locking rod 301.

[0097] When the first floor slab 10 is pressed down, causing its sidewall to slide relative to the sidewall of the second floor slab 20, the inclined surface at the end of the locking rod 301 acts on the edge of the sidewall of the first floor slab 10 and slides into the slide rail 102. The second elastic element 305 is compressed. When the first floor slab 10 and the second floor slab 20 are flush, the locking rod 301 acts on one side of the insertion hole 201. The second elastic element 305 pushes the locking rod 301, causing it to slide outward from the slide rail 102. The end of the locking rod 301 away from the second elastic element 305 is then inserted into the insertion hole 201. Inside, during this process, the arc-shaped surface on the locking block 304 acts on the edge of the wall of the insertion hole 201, and then moves into the groove 303. The first elastic element 302 is compressed. When the locking rod 301 is inserted into the insertion hole 201 to a predetermined depth, the locking block 304 moves to one side of the locking cavity 202. At this time, the first elastic element 302 pushes the locking block 304, causing the locking block 304 to move out of the groove 303. The locking block 304 extends into the locking cavity 304 and acts on the inner wall of the locking cavity 202. Thus, the locking connection between the first floor 10 and the second floor 20 is completed.

[0098] Furthermore, a recessed groove 101 is provided on the side wall of the first floor slab 10, allowing the locking block 304 to enter.

[0099] When the first floor slab 10 is pressed down, causing the inclined surface at the end of the locking rod 301 to act on the side wall edge of the second floor slab 20 and slide into the slide rail 102, the locking rod 301 brings the locking block 304 into the recess groove 101, thereby preventing the locking block 304 from being exposed on the outside of the first floor slab 10, which would affect the smooth connection between the first floor slab 10 and the second floor slab 20.

[0100] Furthermore, a first chamber 103 communicating with the slide rail 102 is provided inside the first floor slab 10, and a limiting block 308 is fixedly provided on the side wall of the locking rod 301. The end of the limiting block 308 away from the locking rod 301 extends into the first chamber 103.

[0101] When the second elastic element 305 pushes the locking rod 301 to slide outwards from the slide rail 102, the locking rod 301 drives the limiting block 308 to move synchronously along the inside of the first chamber 103. When the limiting block 308 acts on the inner wall of the first chamber 103, the locking rod 301 is inserted into the insertion hole 201 to a predetermined depth. At this time, the locking block 304 moves to one side of the locking cavity 202. Under the push of the first elastic element 302, the locking block 304 extends into the locking cavity 304 and remains in contact with the inner wall of the locking cavity 202. In this way, the accurate fit between the locking block 304 and the locking cavity 202 can be achieved, thereby improving the locking effect between the first floor slab 10 and the second floor slab 20.

[0102] Furthermore, an inclined exit channel 203 is provided on the wall of the insertion hole 201. One end of the exit channel 203 extends to the outer wall of the second floor slab 20 and the other end extends to the inner wall of the locking cavity 202. A second chamber 104 is provided on the surface of the first floor slab 10, and the second chamber 104 is located on one side of the first chamber 103. The unlocking assembly 40 includes a lifting rod 401, a connecting plate 403, and a lever 404. One end of the lifting rod 401 extends into the interior of the second chamber 104, and the other end passes through the first floor slab 10 between the second chamber 104 and the first chamber 103 and extends to the inner wall of the locking cavity 202. Inside the first chamber 103, the lifting rod 401 is movably connected to the first floor slab 10 between the second chamber 104 and the first chamber 103. The connecting plate 403 is disposed inside the first chamber 103. One end of the connecting plate 403 is fixedly connected to the lifting rod 401, and the other end is fixedly connected to the lever 404. An extension vertical plate 306 and an extension horizontal plate 307 are fixedly disposed on the side wall of the locking rod 301. The extension vertical plate 306 and the extension horizontal plate 307 are perpendicular to each other and form an L-shaped structure. The end of the lever 404 away from the connecting plate 403 is attached to the extension horizontal plate 307.

[0103] When it is necessary to separate the first floor slab 10 from the second floor slab 20, the operator can press the lifting rod 401, causing it to move into the first chamber 103. The lifting rod 401 drives the connecting plate 403 and the lever 404 to move synchronously. When the lever 404 moves, it pushes the extension plate 307, which in turn drives the locking rod 301 to rotate. The locking rod 301 drives the locking block 304 to rotate, and the locking block 304 slides against the inner wall of the lock cavity 202. When the locking block 304 rotates to the position of the exit channel 203, the locking block 304 separates from the inner wall of the lock cavity 202. At this time, the operator rotates the lifting rod. The lifting rod 401 drives the lever 404 to rotate via the connecting plate 403. When the lever 404 rotates, it acts on the side wall of the extension vertical plate 306, thereby pushing the locking rod 301 to slide into the slide rail 102. The locking rod 301 drives the locking block 304 to move out of the lock cavity 202 through the exit channel 203. When the locking block 304 moves back into the relief groove 101, the locking rod 301 exits from the insertion hole 201. At this time, the locking state between the first floor 10 and the second floor 20 can be released, and the staff can then separate the first floor 10 and the second floor 20.

[0104] Furthermore, the connecting plate 403 is connected to the inner wall of the first chamber 103 by a third elastic element 402. The third elastic element 402 is used to provide elastic tension to the connecting plate 403, so that the lifting rod 401 and the lever 404 can be maintained in the predetermined initial position when not under pressure.

[0105] Furthermore, the lifting rod 401 has a slot on one end face inside the second chamber 104 that is compatible with a screwdriver, so that the operator can press and rotate the lifting rod 401.

[0106] Furthermore, a cover plate 105 is hinged inside the second chamber 104. When it is not necessary to separate the first floor slab 10 and the second floor slab 20, the cover plate 105 covers the second chamber 104 to seal the second chamber 104 and ensure the flatness of the surface of the first floor slab 10.

[0107] Furthermore, the first elastic element 302, the second elastic element 305, and the third elastic element 402 can be springs or metal sheets, and there are no restrictions here.

[0108] In this embodiment, when it is necessary to connect two sets of floor slabs into one unit, the side wall of the second floor slab 20 with the insertion hole 201 can be oriented towards the side wall of the first floor slab 10 with the locking component 30, so that the first floor slab 10 and the second floor slab 20 are misaligned and attached. Then, the first floor slab 10 is pressed, so that the side wall of the first floor slab 10 slides against the side wall of the second floor slab 20. When the first floor slab 10 and the second floor slab 20 are flush, the locking component 30 is inserted into the insertion hole 201. At the same time, the locking component 30 acts on the inner wall of the locking cavity 202, thereby connecting the first floor slab 10 and the second floor slab 20 into one unit. When it is necessary to separate the first floor slab 10 and the second floor slab 20, the locking component 40 can be used to release the locking component 30 from the locking state between the first floor slab 10 and the second floor slab 20. Compared with the prior art, it can achieve a seamless and quick connection between two sets of floor slabs, and can also quickly disassemble the two connected sets of floor slabs. It has the advantages of high floor slab connection efficiency and simple and reliable connection method.

[0109] Example 3:

[0110] like Figure 10-14 As shown, this embodiment provides a design method for the aforementioned steel structure residential building, including a fire-resistant design method for columns, specifically including:

[0111] Step a1: Based on fire protection design specifications, (using conventional methods) calculate and determine the initial cross-sectional parameters and fire resistance limit requirements of the rectangular steel pipe column.

[0112] Preferably, the fire protection design code includes the "Code for Fire Protection Design of Buildings" GB 55037-2022.

[0113] Preferably, the fire resistance limit requirement includes: the fire resistance limit of load-bearing components of residential buildings must be not less than 3 hours.

[0114] Preferably, the initial section parameters include the width of the short side of the rectangular steel pipe column, the height-to-width ratio of the rectangular steel pipe column section, the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column, the slenderness ratio, the pipe content ratio, the column load ratio, the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column, and the concrete strength of the first reinforced concrete covering layer.

[0115] Step a2: Select the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column, and calculate the fire resistance limit time based on the fire resistance limit assessment formula. .

[0116] Preferably, the fire resistance limit assessment formula can be obtained through numerical regression after fire resistance performance experiments and finite element simulation analysis of the prototype sample, specifically including:

[0117] Regarding the situation where the column is exposed to fire on all four sides:

[0118] ;

[0119] in, This indicates the correction value for the column load ratio, specifically: , Indicates the column load ratio; This represents the slenderness ratio correction value, specifically... , Indicates the slenderness ratio; This represents the correction value for the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column, specifically: , This indicates the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column; This represents the correction value for the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column, specifically: , This indicates the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column; This indicates the correction value for the pipe content ratio, specifically: , Indicates the pipe content; This represents the correction value for the short side width of the rectangular steel pipe column, specifically: , This represents the width of the shorter side of the rectangular steel pipe column; This indicates the correction value for the height-to-width ratio of the rectangular steel pipe column section, specifically: , This indicates the height-to-width ratio of a rectangular steel pipe column section; This represents the correction value for the concrete strength of the first reinforced concrete covering layer, specifically... , This indicates the concrete strength of the first reinforced concrete covering layer;

[0120] Regarding the situation where the opposite sides of the column are exposed to fire:

[0121] ;

[0122] The specific calculation formulas for each correction value are as follows: ; ; ; ; ; ; ;

[0123] Regarding the fire exposure on two adjacent sides of the column:

[0124] ;

[0125] The specific calculation formulas for each correction value are as follows: ; ; ; ; ; ; ; ;

[0126] For situations where a column is exposed to fire on only one side:

[0127] ;

[0128] The specific calculation formulas for each correction value are as follows: ; ; ; ; ; ; This represents the correction value for the yield strength of a rectangular steel tube column, specifically... , This represents the yield strength of a rectangular steel pipe column.

[0129] In particular, such as Figure 10 As shown, the fire resistance performance test in this embodiment includes a load-displacement test. Figure 10 Figure a shows the situation where the load ratio is 0.4 and the area is exposed to fire from all four sides. Figure 10 Figure b shows the situation where the load ratio is 0.6 and the two sides are exposed to fire. Figure 10 Figure c in the diagram shows the case of a single-sided fire with a load ratio of 0.6. Figure 10 The diagram d in the figure shows the situation where the load ratio is 0.6 and the fire is felt on all four sides;

[0130] like Figure 11 As shown, the finite element analysis in this embodiment includes constructing the temperature field distribution. Figure 11 Figure a shows the state after 30 minutes of exposure to fire. Figure 11 Figure b shows the state after 60 minutes of exposure to fire. Figure 11 Figure c shows the state after 90 minutes of exposure to fire. Figure 11 The d-graph in the image shows the state after 180 minutes of exposure to fire.

[0131] like Figure 12 As shown, the finite element analysis in this embodiment also includes an analysis of the influence of typical parameters on the fire resistance limit time. Figure 12 Figure a shows the effect of column load ratio. Figure 12 Figure b shows the effect of the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column.

[0132] Step a3: Determine the fire resistance limit time Does it meet the fire resistance limit requirement? If yes, output the thickness of the first reinforced concrete covering layer on the short side of the selected rectangular steel pipe column; if no, iteratively execute step a2.

[0133] Preferably, the method further includes step a4, which involves using a finite element analysis tool to analyze and obtain the finite element fire resistance limit temperature of the column at the current size. ;Will and By comparing the results, the coefficient of determination and error distribution are calculated to verify the agreement between the simplified calculation results and the simulation results.

[0134] In particular, such as Figure 13 As shown, this embodiment compares simplified calculation results with simulation results. Figure 13 Figure a shows the situation where the fire is contained from all four sides. Figure 13 Figure b shows the fire situation on two opposite sides. Figure 13 Figure c shows the fire conditions on two adjacent sides. Figure 13 The diagram d in the figure shows the situation of fire exposure on one side only, and the statistics are as follows: and The coefficient of determination between them ranges from 0.982 to 0.995;

[0135] like Figure 14 As shown, this embodiment calculates the error distribution using conventional methods. Figure 14 Figure a shows the situation where the fire is contained from all four sides. Figure 14 Figure b shows the fire situation on two opposite sides. Figure 14 Figure c shows the fire conditions on two adjacent sides. Figure 14 The diagram d in the figure shows the situation of fire exposure on one side only, and the statistics are as follows: The data percentage within ±10% error range is 93.5-97.4%, proving that... and The results show good statistical agreement, and the fire resistance limit assessment formula can provide reliable calculations for fire-resistant design.

[0136] Preferably, the aspect ratio of the rectangular steel pipe column section is in the range of 1-4; the width of the short side of the rectangular steel pipe column is not less than 100mm; the wall thickness of the rectangular steel pipe column is in the range of 6-22mm; the yield strength grade of the rectangular steel pipe column is Q355-Q420; the strength grade of the first reinforced concrete covering layer is in the range of C30-C35; and the strength grade of the concrete core is in the range of C40-C60.

[0137] Preferably, the thickness of the first reinforced concrete cladding layer is 30-100mm. This reduces the temperature conduction rate of the column under fire conditions on all four sides by at least 60%, effectively preventing a sharp drop in the strength of the steel at high temperatures. It also avoids excessive structural weight, achieving a balance between function and self-weight. Specifically, for inland areas, the thickness of the first reinforced concrete cladding layer is 30-50mm; for coastal areas, the thickness is 50-100mm, to enhance impermeability and delay chloride ion corrosion.

[0138] Furthermore, the design method for the steel structure residential building also includes a column seismic design method, specifically including:

[0139] For seismic resistance level I, the upper limit of the axial compression ratio is 0.7; for seismic resistance level II, the upper limit of the axial compression ratio is 0.8; for seismic resistance level III, the upper limit of the axial compression ratio is 0.9; and for seismic resistance level IV, the upper limit of the axial compression ratio is 0.95.

[0140] Furthermore, when the column shear span ratio is not greater than 2, the corresponding upper limit of the axial compression ratio is reduced by 0.05.

[0141] Preferably, the method for determining the seismic resistance level includes:

[0142] When the seismic fortification intensity is 6 degrees and the building height is no more than 60m, the seismic resistance level is level four; when the building height is greater than 60m, the seismic resistance level is level three.

[0143] When the seismic fortification intensity is 7 degrees and the building height is no more than 24m, the seismic resistance level is level four; when the building height is between 24 and 60m, the seismic resistance level is level three; when the building height is greater than 60m, the seismic resistance level is level two.

[0144] When the seismic fortification intensity is 8 degrees and the building height is no more than 24m, the seismic resistance level is level three; when the building height is between 24 and 60m, the seismic resistance level is level two; when the building height is greater than 60m, the seismic resistance level is level one.

[0145] Furthermore, the design method for the steel structure residential building also includes a floor slab dimension design method, specifically including:

[0146] Step b1: Based on the concrete structure design code, determine the lower limit of the floor slab thickness through load-bearing capacity verification.

[0147] Preferably, the minimum thickness of the floor slab is 200mm, which satisfies the design specifications for concrete structures while ensuring a smaller amount of steel reinforcement, thereby reducing manufacturing costs.

[0148] Step b2: Determine the upper limit of floor slab thickness based on residential usage requirements.

[0149] Preferably, the upper limit of the floor slab thickness is 400mm, which can achieve a floor clear height of 2.6-3.05m, thereby meeting the usage requirement of no less than 2.6m for bedrooms / living rooms (refer to GB 50096-2011) and suppressing the increase in manufacturing costs.

[0150] Step b3: Establish a floor slab model using finite element analysis tools; calculate the maximum stress of the steel bars and concrete in the floor slab based on elastic deformation, preset loads and connection nodes, and compare it with the corresponding material strength design values ​​to determine the dimensions of each structural component in the floor slab, including the height, width, upper and lower flange thickness of H-beams, thickness of the top reinforced concrete layer, thickness of the bottom reinforced concrete layer, diameter and spacing of the interface shear reinforcement.

[0151] Preferably, the height of the H-beam is 120-140mm, the width is 200mm, and the thickness of the upper and lower flanges is not less than 12mm; the thickness of the top and bottom reinforced concrete layers is not less than 40mm; the diameter of the interface shear reinforcement is not less than 8mm, and the spacing is 150-200mm.

[0152] Preferably, the rib connector is a rectangular steel plate with an outward extension length of not less than 150 mm and a thickness of not less than 4 mm.

[0153] Specifically, such as Figure 15 As shown, in this embodiment, based on the above-mentioned size range, other calculation conditions are set as follows: the floor slab dimensions are 7000mm × 1650mm × 240mm, the elastic modulus of C30 concrete is 30000MPa, the elastic modulus of HRB400 steel reinforcement is 206000MPa, and the vertical dead load is... The live load of the vertical load is The slab ends are hinged; using ABAQUS finite element analysis software, the reinforcement in the top and bottom reinforced concrete layers of the slab is analyzed sequentially (e.g., Figure 15 As shown in Figure a), overall floor slab analysis (such as...) Figure 15 (as shown in Figure b) and analysis of the connection nodes between the floor slab and the column (such as...) Figure 15(As shown in Figure c). The conclusions obtained are: the maximum Mises stress of the steel reinforcement is 48.2 MPa, and the maximum principal stress of the concrete is 6.2 MPa, both of which are less than the material strength design value and have a high safety margin.

[0154] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A design method for a large-space, variable-unit steel structure residential building, characterized in that, The large-space variable-unit steel structure residential building includes interconnected columns and floor slabs. The columns consist of a concrete core, a rectangular steel pipe column, and a first reinforced concrete covering layer from the inside out. The first reinforced concrete covering layer includes a steel mesh layer; The design method includes a column fire-resistant design method, specifically including: Step a1: Based on the fire protection design code, calculate and determine the initial cross-sectional parameters and fire resistance limit requirements of the rectangular steel pipe column; Step a2: Select the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column, and calculate the fire resistance limit time based on the fire resistance limit assessment formula. ; The fire resistance limit assessment formula specifically includes: Regarding the situation where the column is exposed to fire on all four sides: ； in, This indicates the correction value for the column load ratio, specifically: , Indicates the column load ratio; This represents the slenderness ratio correction value, specifically... , Indicates the slenderness ratio; This represents the correction value for the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column, specifically: , This indicates the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column; This represents the correction value for the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column, specifically: , This indicates the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column; This indicates the correction value for the pipe content ratio, specifically: , Indicates the pipe content; This represents the correction value for the short side width of the rectangular steel pipe column, specifically... , This represents the width of the shorter side of the rectangular steel pipe column; This indicates the correction value for the height-to-width ratio of the rectangular steel pipe column section, specifically: , This indicates the height-to-width ratio of a rectangular steel pipe column section; This represents the correction value for the concrete strength of the first reinforced concrete covering layer, specifically: , This indicates the concrete strength of the first reinforced concrete covering layer; Regarding the situation where the opposite sides of the column are exposed to fire: ； The specific calculation formulas for each correction value are as follows: ; ; ; ; ; ; ; Regarding the fire exposure on two adjacent sides of the column: ； The specific calculation formulas for each correction value are as follows: ; ; ; ; ; ; ; ; For situations where a column is exposed to fire on only one side: ； The specific calculation formulas for each correction value are as follows: ; ; ; ; ; ; This represents the correction value for the yield strength of a rectangular steel tube column, specifically... , Indicates the yield strength of a rectangular steel pipe column; Step a3: Determine the fire resistance limit time Does it meet the fire resistance limit requirement? If yes, output the thickness of the first reinforced concrete covering layer on the short side of the selected rectangular steel pipe column; if no, iteratively execute step a2.

2. The design method according to claim 1, characterized in that, The floor slab consists of a top reinforced concrete layer, a middle layer, and a bottom reinforced concrete layer from top to bottom. The middle layer of the slab is evenly distributed with composite rib beams, hollow square boxes and floor slab rib beams; The combined rib beam is used to connect the floor slab and the column, and consists of H-beams and a second reinforced concrete cladding layer from the inside to the outside. The upper and lower flange surfaces of the H-beam are provided with interfacial shear reinforcement. The second reinforced concrete covering layer includes the longitudinal reinforcement of the composite rib beam and the transverse reinforcement of the composite rib beam; Several floor slab ribs are arranged perpendicularly to each other to form a grid structure; the grid structure is symmetrically arranged on both sides of the combined ribs; the hollow square box is placed in the grid holes of the grid structure.

3. The design method according to claim 2, characterized in that, The column has a built-in steel frame connector at the connection point with the composite rib beam for connecting with the composite rib beam.

4. The design method according to claim 3, characterized in that, The column also has symmetrically built-in slab reinforcement connectors on both sides of the steel frame connector, which are used to connect with the top reinforced concrete layer and the bottom reinforced concrete layer of the slab respectively.

5. The design method according to claim 1, characterized in that, The initial section parameters include the width of the short side of the rectangular steel pipe column, the height-to-width ratio of the rectangular steel pipe column section, the thickness of the first reinforced concrete covering layer on the long side of the rectangular steel pipe column, the slenderness ratio, the pipe content ratio, the column load ratio, the thickness of the first reinforced concrete covering layer on the short side of the rectangular steel pipe column, and the concrete strength of the first reinforced concrete covering layer.

6. The design method according to claim 1, characterized in that, The aspect ratio of the rectangular steel pipe column section ranges from 1 to 4; the width of the short side of the rectangular steel pipe column is not less than 100 mm; the wall thickness of the rectangular steel pipe column ranges from 6 to 22 mm; the yield strength grade of the rectangular steel pipe column is Q355-Q420; the strength grade of the first reinforced concrete covering layer ranges from C30 to C35; and the strength grade of the concrete core ranges from C40 to C60.

7. The design method according to claim 1, characterized in that, The thickness of the first reinforced concrete covering layer ranges from 30 to 100 mm.

8. The design method according to claim 7, characterized in that, For inland areas, the thickness of the first reinforced concrete covering layer ranges from 30 to 50 mm; for coastal areas, the thickness of the first reinforced concrete covering layer ranges from 50 to 100 mm.

9. The design method according to claim 7, characterized in that, It also includes seismic design methods for columns, specifically including: For seismic resistance level I, the upper limit of the axial compression ratio is 0.7; for seismic resistance level II, the upper limit of the axial compression ratio is 0.8; for seismic resistance level III, the upper limit of the axial compression ratio is 0.9; and for seismic resistance level IV, the upper limit of the axial compression ratio is 0.

95. Furthermore, when the column shear span ratio is not greater than 2, the corresponding upper limit of the axial compression ratio is reduced by 0.05.

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