Steel structure house based on variable-rigidity wallboards and design method of steel structure house

Abstract

The invention provides a steel structure house based on variable-rigidity wallboards and a design method thereof, and relates to the technical field of steel structure house design, specifically, the steel structure house comprises the wallboards and a steel frame body, and frame columns of the steel frame body sequentially comprise a concrete core, rectangular steel pipe columns and a reinforced concrete coating layer from inside to outside; the reinforced concrete coating layer comprises a reinforcing mesh layer; the wallboard comprises an inner acanthus, a heat insulation board and an outer acanthus which are arranged in sequence; a wall top connecting assembly is arranged at the top of the inner acanthus, and a wall bottom connecting assembly is arranged at the bottom of the inner acanthus; the inner leaf plate comprises a grid structure formed by a plurality of groups of rib columns and rib beams; and filling building blocks are arranged in grid holes of the grid structure. According to the scheme, the functions of the wallboards can be flexibly switched according to the requirements of a steel structure house, and the anti-seismic safety, the applicable height and the economical efficiency of the whole structure can be remarkably improved; meanwhile, multiple functions of heat preservation, moisture prevention, sound insulation and the like are also considered.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of steel structure residential design, and particularly relates to a steel structure residence based on a variable stiffness wallboard and a design method thereof. BACKGROUND

[0002] In the field of steel structure residence, the traditional technical system forms a fixed design mode to meet the core needs of lateral resistance, fire prevention, energy saving and the like. However, with the increase of building height, the improvement of climate adaptability and the enhancement of economic appeal, these conventional technologies gradually expose many short boards that are difficult to reconcile. In order to resist horizontal load, the conventional steel structure residence mainly relies on steel support (such as cross support, herringbone support) or steel plate shear wall to provide lateral stiffness. Although the lateral stiffness of such structure can be adapted to different floor stress requirements or seismic fortification intensity by adjusting the section size, it is necessary to carry out separate structure calculation and section design for each project and each building, which cannot realize standardized and modular mass production and direct selection, resulting in prolonged design period, complex construction coordination, and material waste or safety hazards due to excessive or insufficient stiffness. In addition, the arrangement of steel support destroys the integrity of indoor decoration and may also occupy additional indoor functional space. In terms of fire prevention and corrosion prevention of frame columns, the conventional scheme has obvious defects. In order to achieve the fire resistance limit of not less than 3 hours required by the Building Design Fire Prevention Standard GB 55037-2022, the outer wrapping concrete thickness needs to reach 150 mm or more, which significantly increases the self weight of the column, increases the foundation cost, and reduces the effective indoor space. Moreover, the thick concrete cladding cannot be adjusted in thickness according to different environments in inland and coastal areas, and the corrosion resistance in coastal areas is easily affected by chloride ion erosion; the steel structure fireproof coating scheme needs to be painted with thick fireproof coating, and the coating has the risk of aging and falling off, which needs to be renovated regularly, affecting the normal life of residents during maintenance, and the coating is prone to cracking at high temperature, which is difficult to ensure long-term fireproof effect.

[0003] The traditional steel structure residence completely separates the enclosure structure from the lateral force resisting member, resulting in poor functional superposition and low comprehensive benefit. The conventional enclosure wallboard (such as aerated concrete block, color steel plate) only bears the self weight and basic insulation function and cannot participate in structural lateral resistance, so steel support or shear wall needs to be separately set, resulting in high steel consumption of the traditional steel structure residence; at the same time, the single material wallboard has insufficient heat preservation and moisture proof performance, and needs to be additionally laid with an insulation layer and a moisture proof film, increasing the construction process, and the interlayer is prone to hollowing and cracking, which is difficult to meet the ideal energy saving effect in high temperature and high humidity or cold regions. In addition, the traditional wallboard and steel frame main body are rigidly connected, sound waves are easily conducted through the steel structure, resulting in poor indoor sound insulation effect and poor living experience, and the rigid connection cannot absorb structural deformation, which is prone to wallboard cracking during earthquakes.

[0004] In terms of construction and economy, the traditional fabricated steel structure residential building has low standardization degree of components, and the connection nodes of steel frame columns, beams and wall panels are mostly customized design. The wall panels need to be cut and adjusted according to the actual size on site, and the bolt hole positions need to be calibrated twice, which leads to low construction efficiency. At the same time, the steel structure main body needs to be regularly repainted with fireproof paint and anticorrosive treatment, which has high long-term maintenance cost. The joints of traditional wall panels are also prone to cracking due to temperature deformation, which requires continuous repair cost, further reducing the long-term economy. The inherent defects of these traditional technologies make it difficult for steel structure residential buildings to meet the demand in the core dimensions of stiffness adaptability, functional integration, construction efficiency and long-term economy, and a new technology system that can realize "stiffness adjustment, functional integration and standardized construction" is urgently needed. SUMMARY

[0005] The purpose of the present application is to provide a steel structure residential building based on a variable stiffness wall panel and a design method thereof, so as to solve at least one of the above technical problems in the prior art.

[0006] In a first aspect, to solve the above technical problems, the present application provides a steel structure residential building based on a variable stiffness wall panel, comprising a wall panel and a steel frame main body. The frame column of the steel frame main body comprises, from inside to outside, a concrete core, a rectangular steel pipe column and a reinforced concrete cladding layer. The reinforced concrete cladding layer comprises a steel mesh layer. The wall panel comprises, in sequence, an inner leaf panel, an insulation panel and an outer leaf panel. The top of the inner leaf panel is provided with a wall top connecting assembly, and the bottom of the inner leaf panel is provided with a wall bottom connecting assembly, so as to facilitate the installation of the wall panel and the steel frame main body. The inner leaf panel comprises a grid structure composed of a plurality of groups of rib columns and rib beams. Lightweight aerated filling blocks are arranged in the grid holes of the grid structure.

[0007] In this way, the present application designs a support column that can realize the integration of bearing and protection through a special frame column structure. The rectangular steel pipe column is effectively protected by the concrete cladding layer, which improves the fire resistance limit of the frame column and reduces the maintenance cost. The wall panel of the present application realizes multiple effects such as heat preservation, sound insulation and moisture resistance through the insulation panel and the outer leaf panel. At the same time, by adjusting the size of the grid hole, the function of the wall panel can be converted: when smaller grid holes are used, the stress performance of the wall panel is close to that of a shear wall; when larger grid holes are used, the stress performance of the wall panel is close to that of a surrounding wall, thereby facilitating the modular manufacturing of the steel structure residential building and improving the construction efficiency and flexibility.

[0008] In a feasible implementation, the wall top connecting assembly comprises a wall top plate, a first peg and a wall top connecting plate. A plurality of the first studs are arranged on one end of the wall top plate close to the wall panel and embedded in the inner leaf panel, and are used to fasten the wall top plate to the top of the inner leaf panel; two wall top connecting plates are arranged side by side on the other end of the wall top plate away from the inner leaf panel, form a first slot, and are parallel to the surface of the inner leaf panel; and a plurality of first bolt holes are uniformly distributed on the wall top connecting plates; The wall bottom connecting assembly comprises a wall bottom plate, second studs and a wall bottom connecting plate; a plurality of the second studs are arranged on one end of the wall bottom plate close to the wall panel and embedded in the inner leaf panel, and are used to fasten the wall bottom plate to the bottom of the inner leaf panel; and one wall bottom connecting plate is arranged on the other end of the wall bottom plate away from the inner leaf panel and is parallel to the surface of the inner leaf panel; and a plurality of second bolt holes are uniformly distributed on the wall bottom connecting plate; In this way, after the bottom floor steel beam of the steel frame body is installed, the wall panel is inserted into the second slot on the top of the upper flange of the bottom floor steel beam through the wall bottom connecting plate, the second bolt hole is aligned with the third bolt hole of the second slot, and then fastening is performed by using a (high-strength) bolt; when the top floor steel beam is installed, the lower connecting plate at the bottom of the lower flange of the top floor steel beam is inserted into the first slot, the fourth bolt hole on the lower connecting plate is aligned with the first bolt hole, and then fastening is performed by using a (high-strength) bolt; and then the top floor steel beam is fastened to the steel frame body, so that the wall panel can be conveniently and reliably fixed to the steel frame body.

[0009] In a feasible implementation, the first bolt hole is a long circular hole, so that the lower connecting plate can be inserted into the first slot to provide a certain transverse gap for the bolt in the first bolt hole.

[0010] In a second aspect, based on the same inventive concept, the application further provides a steel structure residential design method based on a variable stiffness wall panel, including a frame column fire resistance design method, specifically including: Step a1, based on the fireproof design specification, the initial cross-sectional parameters of the rectangular steel pipe column and the fire resistance limit requirement are calculated and determined.

[0011] Step a2, the thickness of the reinforced concrete cladding layer on the short side of the rectangular steel pipe column is selected, and the fire resistance limit time is calculated based on the fire resistance limit evaluation formula .

[0012] Step a3, the fire resistance limit time is judged whether it meets the fire resistance limit requirement: if yes, the thickness of the reinforced concrete cladding layer on the short side of the rectangular steel pipe column is output; if not, step a2 is iteratively executed.

[0013] Preferably, it further includes step a4, the finite element fire resistance limit temperature of the frame column under the current size is analyzed by using a finite element analysis tool 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.

[0014] In one feasible implementation, the design method for the steel structure residential building further includes a seismic design method for frame columns, specifically comprising: 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.

[0015] In one feasible implementation, the steel structure residential building design method further includes a wall panel stiffness adaptability design method, specifically comprising: Step b1: Determine the stiffness ratio based on design specifications and modeling verification. The range of values ​​for is defined by the following formulas: ,in, Indicates the lateral stiffness of the wall panel. This indicates the lateral stiffness of the main steel frame structure.

[0016] Step b2, based on preset Value and The required value is calculated using the stiffness ratio formula. value; Step b3: Select a set of cross-sectional dimensions for the rib beams and rib columns, as well as the length and width dimensions of the mesh holes, and construct the wall panel model using the finite element tool; Step b4: Calculate the wall panel model The value is determined, and it is judged whether the requirement is met. Value: If yes, output the cross-sectional dimensions of the rib beams and rib columns, as well as the length and width dimensions of the mesh holes; if no, iteratively execute step b3.

[0017] In one feasible implementation, the steel structure residential building design method further includes a wall panel deformation adaptability design method, specifically comprising: Step c1: Based on the displacement angle limit specified in the design code, determine the effective sliding length on one side of the sliding node. The range of values ​​for is defined by the following formulas: ; in, This indicates the allowable inter-story displacement of the steel frame structure, specifically the story height. The ratio of the displacement angle limit value; the 10%-20% in the formula is specially designed based on the different deformation characteristics of the wallboard in the three modes of the enclosure wall, the ductile wall and the shear wall, and the cooperative working logic with the steel frame body. Through testing verification, such a ratio can accurately match the adaptation requirements between the variable stiffness wallboard and the steel frame body, provide sufficient sliding redundancy for the (allowed) inter-story displacement, take into account the energy absorption, energy consumption and anti-crash ability, prevent instability caused by excessive sliding through strict control of the redundancy, and form effective cooperative protection with the flexible liner and the sliding joint. Step c2, calculating the length of the oblong hole The specific calculation formula includes: ; Wherein, represents the diameter of the bolt; Step c3, based on the preset shear-span ratio of the rib column and the rib beam, the number and size of the inner leaf plate steel bars are determined through iterative calculation by using the finite element tool.

[0018] Step c4, based on the allowed inter-story displacement of the steel frame body and the preset gap amount of the wallboard, the thickness and deformation amount of the flexible liner are determined through iterative calculation by using the finite element tool, so as to facilitate the absorption of the relative deformation between the wallboard and the steel frame body and the resetting after deformation, avoid collision stress concentration, and reduce the repair cost after disasters such as earthquakes.

[0019] In a feasible implementation manner, the steel structure residence design method further includes a wallboard strength adaptation design method, which specifically includes: Step d1, based on the design specification, the shear resistance of the sliding joint is determined The ratio between the lateral bearing capacity of the wallboard itself .

[0020] Preferably, the specific expression of the ratio relationship includes: .

[0021] Step d2, based on the preset and the stiffness ratio , the sliding joint parameters are adjusted iteratively through the finite element tool to calculate , until the ratio relationship is satisfied; the sliding joint parameters include the number of bolts, the diameter of the bolt, the strength of the bolt, and the material and thickness of the wall top connecting plate.

[0022] By adopting the above technical scheme, the present application has the following beneficial effects: The application provides a steel structure house based on a variable stiffness wall plate and a design method thereof, the wall plate can flexibly switch functions according to the demand of a steel frame main body, can deform and dissipate energy cooperatively with the main body, and can significantly improve the seismic safety, applicable height and economy of the overall structure; meanwhile, the wall plate can also consider functions such as heat preservation, moisture prevention and sound insulation. The frame column meets the fire resistance requirement, and the corrosion resistance life is not less than 50 years, compared with the traditional steel structure, a large amount of fire retardant paint and corrosion maintenance cost can be saved; The scheme is convenient to install, suitable for modular manufacturing, can significantly reduce the steel consumption through scientific calculation, and can improve the construction efficiency and reduce the engineering cost. BRIEF DESCRIPTION OF DRAWINGS

[0023] In order to more clearly illustrate the specific embodiments of the application or the technical solutions in the prior art, the drawings needed to be used in the following description of the specific embodiments or the prior art will be briefly introduced. Obviously, the drawings in the following description are some embodiments of the application, and other drawings can also be obtained by those skilled in the art without creative labor.

[0024] Figure 1 The frame column top view sectional view provided by the embodiment of the application; Figure 2 The wall plate structure diagram provided by the embodiment of the application; wherein, a diagram is a front view, and b diagram is a side view; Figure 3 The front sectional view of Figure 2 ; Figure 4 The wall bottom connecting assembly installation schematic diagram provided by the embodiment of the application; wherein, a diagram is before installation, and b diagram is after installation; Figure 5 Another wall bottom connecting assembly installation schematic diagram provided by the embodiment of the application; wherein, a diagram is before installation, and b diagram is after installation; Figure 6 The wall top connecting assembly installation schematic diagram provided by the embodiment of the application; wherein, a diagram is before installation, and b diagram is after installation; Figure 7 The sliding node schematic diagram provided by the embodiment of the application; Figure 8 Another sliding node schematic diagram provided by the embodiment of the application; Figure 9 The overall structure schematic diagram of the assembling device of the steel frame main body provided by the embodiment of the application; Figure 10 The frame end assembling assembly and the frame end assembling assembly installation schematic diagram provided by the embodiment of the application; Figure 11The mounting schematic view of the node support plate, the lifting support and the lifting platform provided by the embodiment of the present application is shown in the figure. Figure 12 The structure schematic view of the frame end assembly provided by the embodiment of the present application is shown in the figure. Figure 13 The structure schematic view of the lifting adjusting assembly provided by the embodiment of the present application is shown in the figure. Figure 14 The structure schematic view of the connecting beam body and the lower support adjusting piece provided by the embodiment of the present application is shown in the figure. Figure 15 The measured load-displacement curve of the column body provided by the embodiment of the present application is shown in the figure; wherein, a figure is the case of four sides fire with load ratio 0.4, b figure is the case of relative two sides fire with load ratio 0.6, c figure is the case of single side fire with load ratio 0.6, d figure is the case of four sides fire with load ratio 0.6. Figure 16 The typical temperature field distribution of the column body four sides fire provided by the embodiment of the present application is shown in the figure; wherein, a figure is the case of 30 minutes fire, b figure is the case of 60 minutes fire, c figure is the case of 90 minutes fire, d figure is the case of 180 minutes fire. Figure 17 The influence diagram of the typical parameters on the fire resistance limit time provided by the embodiment of the present application is shown in the figure; wherein, a figure is the influence of column load ratio, b figure is the influence of the thickness of the reinforced concrete cladding layer on the long side of the rectangular steel pipe column. Figure 18 The comparison diagram of the simplified calculation result and the simulation result provided by the embodiment of the present application is shown in the figure; wherein, a figure is the case of four sides fire, b figure is the case of relative two sides fire, c figure is the case of adjacent two sides fire, d figure is the case of single side fire. Figure 19 The error distribution histogram provided by the embodiment of the present application is shown in the figure; wherein, a figure is the case of four sides fire, b figure is the case of relative two sides fire, c figure is the case of adjacent two sides fire, d figure is the case of single side fire. Reference signs: 1, concrete core; 2, rectangular steel pipe column; 3, reinforced concrete cladding layer; 4, steel mesh layer; 5, inner leaf; 6, insulation board; 7, outer leaf; 51, wall top connecting assembly; 52, wall bottom connecting assembly; 53, filling block; 5101, wall top plate; 5102, first stud; 5103, wall top connecting plate; 51031, sliding node; 5201, wall bottom plate; 5202, second stud; 5203, wall bottom connecting plate; 8, bottom floor steel beam; 81, upper connecting plate; 9, top floor steel beam; 91, lower connecting plate; 100, support truss; 110, frame beam; 120, frame column; 130, gusset support; 140, secondary beam; 150, connecting beam body; 151, side wing plate; 152, side wing rail; 160, lower support adjusting member; 161, adjusting main body; 162, top connecting plate; 163, sliding clamping block; 164, locking bolt; 165, bottom hinged seat; 166, auxiliary adjusting rod; 167, support connecting rod; 170, base platform; 200, node support plate; 300, floor support frame; 400, lifting support; 410, fixed sleeve; 420, support sliding rod; 430, lifting transmission cylinder; 440, lifting rod; 450, transmission gear; 500, lifting adjusting assembly; 510, fixed seat; 520, drive motor; 530, transmission shaft; 540, transmission end; 550, chain transmission member; 600, lifting platform; 610, extension plate; 620, rotating joint plate; 700, rotating support bolt; 800, frame end assembly assembly; 810, assembly frame; 820, side wing support rail; 830, extension rail; 840, rail frame supporting plate; 850, fine adjustment frame; 860, temporary support plate; 870, extension frame; 880, pusher; 890, periphery; 800, cantilever support frame. DETAILED DESCRIPTION

[0025] The technical solutions of the present application will be described clearly and completely below in combination with the drawings. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of protection of the present application.

[0026] In the description of the present application, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as limiting the devices or elements indicated or implied to have a specific orientation, to be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present application. In addition, the terms "first", "second", "third" are only for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0027] In the description of the present application, it should be noted that unless otherwise explicitly specified and limited, the terms "mounting", "connection", "connecting" should be understood in a broad sense, for example, it can be fixed connection, or detachable connection, or integrally connected; it can be mechanical connection, or electrical connection; it can be directly connected, or indirectly connected through an intermediate medium, or the internal communication of two elements. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0028] The present application will be further explained in conjunction with the specific embodiments.

[0029] Embodiment one: As shown in the figure, the steel structure house based on the variable stiffness wallboard provided by the embodiment comprises a wallboard and a steel frame body; Figures 1-8 The frame column of the steel frame body is sequentially composed of a concrete core 1, a rectangular steel pipe column 2 and a reinforced concrete cladding layer 3 from inside to outside; the reinforced concrete cladding layer 3 comprises a steel mesh layer 4; As shown in a figure and a figure, the wallboard comprises an inner leaf plate 5, a thermal insulation board 6 and an outer leaf plate 7 which are sequentially arranged; the top of the inner leaf plate 5 is provided with a wall top connecting assembly 51, and the bottom of the inner leaf plate 5 is provided with a wall bottom connecting assembly 52, so as to facilitate the installation of the wallboard and the steel frame body; the inner leaf plate 5 comprises a grid structure composed of a plurality of groups of rib columns and rib beams; (lightweight aerated) filling blocks 53 are arranged in the grid holes of the grid structure. Figure 2 In this way, the scheme designs a support column capable of realizing the integrated functions of bearing and protection through a special frame column structure, effectively protects the rectangular steel pipe column 2 through the concrete cladding layer, improves the fire resistance limit of the frame column and reduces the corrosion maintenance cost. The wallboard of the scheme realizes multiple effects such as heat preservation, sound insulation and moisture-proof through the thermal insulation board 6 and the outer leaf plate 7; at the same time, by adjusting the size of the grid hole, the function of the wallboard can be converted: when smaller grid holes are adopted, the stress performance of the wallboard is close to that of a shear wall; when larger grid holes are adopted, the stress performance of the wallboard is close to that of an enclosure wall, thereby facilitating the modular manufacturing of the steel structure house and improving the construction efficiency and flexibility.

[0030] Further, the outer leaf plate 7 can select corresponding moisture-proof, sound-proof and other materials according to actual needs.

[0031] Further, the number of rib columns and rib beams in the wallboard is 3, thereby forming a three-layer three-span nine-square orthogonal dense rib structure.

[0032] Further, the number of rib columns and rib beams in the wallboard is 3, thereby forming a three-layer three-span nine-square orthogonal dense rib structure.

[0033] ​Further, the minimum reinforcement ratio of the rib column and the rib beam is not less than the limited value in the Code for Design of Concrete Structures GB50010-2010, and is not less than 4 steel bars with a diameter of 12 mm; the stirrup diameter is not less than 6 mm, the stirrup spacing is in the range of 100-200 mm; and the steel strength grade is HRB400. The concrete strength grade of the rib column and the rib beam is not higher than C35.

[0034] Further, the wall top connecting assembly 51 comprises a wall top plate 5101, first pegs 5102, and wall top connecting plates 5103. A plurality of groups of the first pegs 5102 are inverted at one end of the wall top plate 5101 close to the wall plate and embedded in the inner leaf plate 5, for fastening the wall top plate to the top of the inner leaf plate 5; two wall top connecting plates 5103 are fixed side by side at the other end of the wall top plate 5101 away from the inner leaf plate 5, forming a first slot and being parallel to the plate surface of the inner leaf plate 5; and a plurality of first bolt holes are uniformly distributed on the wall top connecting plate 5101. The wall bottom connecting assembly 52 comprises a wall bottom plate 5201, second pegs 5202, and a wall bottom connecting plate 5203; a plurality of groups of the second pegs 5202 are arranged at one end of the wall bottom plate 5201 close to the wall plate and embedded in the inner leaf plate 5, for fastening the wall bottom plate to the bottom of the inner leaf plate 5; one wall bottom connecting plate 5203 is fixed at the other end of the wall bottom plate 5201 away from the inner leaf plate 5 and is parallel to the plate surface of the inner leaf plate 5; and a plurality of second bolt holes are uniformly distributed on the wall bottom connecting plate 5203. Thus, as shown in FIG. a of Figure 4 After the bottom floor steel beam 8 of the steel frame body is installed, the wall plate is inserted into the second slot formed by two parallel upper connecting plates 81 arranged at the top of the upper flange of the bottom floor steel beam 8 through the wall bottom connecting plate 5203, as shown in FIG. b of Figure 4 The second bolt hole is aligned with the third bolt hole of the two upper connecting plates 81, and then fastened by a (high-strength) bolt.

[0035] In other embodiments, the upper connecting plate 81 can also be a single plate design, as shown in FIG. a and FIG. b of Figure 5 The second bolt hole of the wall bottom connecting plate 5203 only needs to be quickly aligned with the third bolt hole of one upper connecting plate 81, and then assembled, thereby simplifying the installation process, reducing the difficulty of high-altitude work, and reducing the amount of steel material used. Under the premise of ensuring the connection strength and the sliding node function, the material cost and the component self-weight are reduced, which is also conducive to modular production and on-site hoisting.

[0036] As shown in FIG. a of Figure 6As shown in FIG. 3a, when the top floor steel beam 9 is installed, the lower connecting plate 91 at the bottom of the lower flange of the top floor steel beam 9 is inserted into the first slot, as shown in FIG. 3b, and the fourth bolt hole on the lower connecting plate 91 is aligned with the first bolt hole, and then fastened by a (high-strength) bolt, and the top floor steel beam 9 is fastened with the steel frame body. After that, the wall panel can be conveniently and reliably fixed to the steel frame body. Figure 6

[0037] Further, the length of the wall top connecting plate 5103 is the same as that of the wall panel, the height ranges from 80 to 120 mm, and the thickness is not less than 8 mm; the length of the wall top plate 5101 is the same as that of the wall panel, the width is the same as that of the inner leaf plate 5, and the thickness is not less than 16 mm; the specification and layout spacing of the first stud 5102 meet the requirements of the design specification (for example, Steel Structure Design Standard). The length of the wall bottom connecting plate 5203 is the same as that of the wall panel, the height ranges from 80 to 120 mm, and the thickness is not less than 16 mm; the length of the wall bottom plate 5201 is the same as that of the wall panel, the width is the same as that of the inner leaf plate 5, and the thickness is not less than 16 mm; the specification and layout spacing of the second stud 5202 meet the requirements of the design specification (for example, Steel Structure Design Standard).

[0038] Further, the first bolt hole is an oblong hole, so that when the lower connecting plate is connected with the first slot, the bolt has a certain transverse gap in the first bolt hole.

[0039] Preferably, as shown in FIG. 3c, at least one straight side of the oblong hole is in contact with the outer diameter of the bolt to form a sliding node 51031, so that the wall panel has a certain horizontal sliding space under the action of horizontal load, and the energy dissipation effect is realized by the friction between the bolt and the inner wall of the first bolt hole and the micro bending deformation of the rib column and the rib beam. Figure 7

[0040] In other embodiments, as shown in FIG. 3d, the sliding node 51031 can also be a multi-bolt parallel mode, that is, multiple parallel bolts are accommodated in one oblong hole; the center distance between adjacent bolts is not less than 3 times the diameter of the bolt, and the distance between the surface of the bolt closest to the end of the oblong hole and the surface of the end of the oblong hole is not less than 1.5 times the diameter of the bolt. Figure 8 ​​​In this way, without increasing the size of the elongated holes, affecting the sliding function, or causing interference between the bolts, the shear bearing capacity of the sliding joint 51031 can be improved, thus adapting to the full stiffness range requirements from the retaining wall to the shear wall. Furthermore, multiple bolts are evenly stressed and work together, avoiding the decrease in joint stability and durability caused by the overload failure of a single bolt. Moreover, without increasing the thickness of the connecting plate or the number of elongated holes, the structure of the sliding joint is simplified, reducing material costs and component weight. Additionally, under strong external earthquakes, the coordinated frictional energy dissipation of multiple bolts can further improve the seismic safety of the structure.

[0041] Preferably, flexible pads are provided between the left and right sides of the wall panel and the frame columns of the steel frame body, which can prevent brittle damage caused by the compression of the wall panel when the steel frame body undergoes horizontal displacement.

[0042] Preferably, the resilience of the flexible pad is not less than 80%.

[0043] Preferably, the flexible pad is made of closed-cell polyethylene foam.

[0044] Example 2: This embodiment provides an assembly device for the steel frame structure of a steel-framed residential building based on variable stiffness wall panels; such as Figures 9-10 As shown, the initial frame of the main steel frame is a support truss 100. This support truss 100 is composed of multiple standardized frame units arranged side-by-side laterally. Each frame unit contains two parallel and spaced frame beams 110, which serve as the main load-bearing components. Both frame beams 110 are made of hot-rolled steel. Below each frame beam 110, multiple frame columns 120 are fixed at equal intervals along its length or vertically according to load calculation points. The bottom ends of the frame columns 120 are connected to the foundation, forming a stable vertical support system. On one side of the web of each frame beam 110, usually the inner side, multiple sets of corner bracing members 130 are welded obliquely downwards. Two frame beams 110 belonging to the same frame unit are laterally connected by secondary beams 140 connected between corresponding corner bracing members 130, thus forming a robust U-shaped or grid-shaped planar truss unit.

[0045] In order to connect multiple independent frame units into a whole space structure, the end portions of the secondary beams 140 in corresponding positions are hinged or bolted to each other through the connecting beam body 150 between adjacent frame units. A set of lower support adjusting members 160 are arranged at the lower flange positions in the span of the connecting beam body 150. The lower support adjusting member 160 mainly includes an adjusting body 161, the top of which is detachably connected to the connecting beam body 150 through bolts, and the bottom of which is fixed with a base platform 170 for providing additional intermediate support when the span is large to prevent excessive deflection of the connecting beam body 150. At the end of each frame unit, i.e. the end of the two frame beams 110, a thick node support plate 200 is fixedly installed through high-strength bolts. The node support plate 200 is in a horizontal state, and the top of the node support plate 200 bears the end of the floor support frame 300 through welding or bolting, and the floor support frame 300 extends outwardly of the frame to form a working platform or floor slab support base surface.

[0046] Below the node support plate 200, a lifting support member 400 is installed. Specifically, the node support plate 200 is fixed with two vertical fixed sleeves 410 at the bottom surface, and the upper ends of two support slide rods 420 are respectively inserted into the corresponding fixed sleeves 410 and can slide up and down. The lower ends of the two support slide rods 420 are fixedly connected to a rectangular lifting platform 600. A lifting transmission cylinder 430 is installed between the two support slide rods 420, the cylinder body of which is fixed to the bottom surface of the node support plate 200, and the lifting rod 440 driven by the screw inside the lifting transmission cylinder 430 extends downward and is connected to the center position of the lifting platform 600. A driven transmission gear 450 is installed on the side of the lifting transmission cylinder 430. At the bottom of the floor support frame 300 close to the inner side of the frame, a lifting adjusting assembly 500 is installed. It includes a fixed seat 510 fixed to the lower surface of the floor support frame 300, a horizontal transmission shaft 530 is installed on the fixed seat 510 through bearings, and the transmission shaft 530 is driven to rotate by a driving motor 520. The two ends of the transmission shaft 530 are each provided with a transmission end 540, and each transmission end 540 is connected to the corresponding transmission gear 450 on the lifting transmission cylinder 430 below through a chain transmission member 550 such as a synchronous belt or chain.

[0047] On both sides of the lifting platform 600, a frame end assembly assembly 800 is hingedly installed through a rotating bolt 700. Each frame end assembly assembly 800 includes a main load-bearing assembly frame 810, the inner sides of the two ends of the assembly frame 810 are connected to the hinged seats on the sides of the lifting platform 600 through the rotating bolts 700, so that the entire assembly frame 810 can be rotated up and down within a vertical plane by a certain angle like a drawbridge. The left and right sides of the assembly frame 810 are also fixed with side wing support bars 820 for expanding the working area.

[0048] During the implementation of the work, the frame beam 110, the frame column 120, the gusset support 130 and the secondary beam 140 are assembled into a standard frame unit on the ground. The frame units are hoisted one by one into position using hoisting equipment, and are connected in series through the connecting beam body 150 to form a complete support truss 100. According to the ground conditions on site, the support height or position of the base platform 170 on the lower support adjusting member 160 is adjusted, and is fastened. After the main body structure is installed, the deployment of the end work system is carried out. The driving motor 520 is started, and the motor transmits power to the transmission gear 450 through the transmission shaft 530, the transmission end 540 and the chain transmission member 550, and drives the lifting transmission barrel 430 to work. The lifting rod 440 extends or retracts in the transmission barrel, drives the lifting platform 600 and the two frame end assembly assemblies 800 installed thereon to rise or fall as a whole, until the working height that matches the external component to be installed is adjusted.

[0049] Subsequently, the inclination angle of the two side frame end assembly assemblies 800 is adjusted by rotating the hinge bolt 700. For example, when it is necessary to install inclined roof panels, the assembly frame 810 can be adjusted to an angle consistent with the design slope, serving as a precise positioning and temporary support reference. Workers and materials can stand on the horizontal lifting platform 600 and the assembly frame 810 and side wing support rail 820 with an angle to work, greatly facilitating high-altitude assembly operations.

[0050] The technical core of the embodiment is the combination of the modularization of the main body structure and the integration and adjustability of the end work function. The support truss 100 is assembled using standardized units, which takes advantage of the high strength, uniform specifications and convenient connection of hot-rolled steel, and realizes the rapid and standardized construction of the main body structure, which is the basis for rapid assembly. The key technical point is to transform the traditional fixed construction platform into a multifunctional and adjustable intelligent work end. Through the closed-loop transmission system composed of the lifting support member 400 and the lifting adjusting assembly 500, the height of the lifting platform 600 is realized by motor driving and synchronous control, avoiding the difficulties and asynchronization problems of manual adjustment. The hinge design of the rotating hinge bolt 700 and the frame end assembly assembly 800 converts a single work platform into an installation mold or positioning guide with variable angle, simplifying the complex process of measurement, positioning and fixing into a fast process of adjusting the angle of the platform and directly placing the fixed platform.

[0051] The beneficial effects of the embodiment include: the modular design of the main frame reduces the amount of on-site cutting and welding work, realizes the quick installation of building blocks; the adjustable end table integrates the functions of measurement, positioning and support, reduces the cumbersome steps of repeated measurement and adjustment at high altitude, and significantly shortens the installation time of peripheral structures; the motor-driven height adjustment ensures the levelness and stability of the platform, providing a solid and flat reference surface for high-altitude work; the assembly frame 810 with accurate angle ensures the consistency of the installation slope of components such as purlins and wall panels, improving the overall construction quality; the integrated work platform reduces the frequent movement and climbing of workers, reducing the risk of falling from a high altitude; the end system integrates lifting, angle adjustment, work platform and other functions, which can adapt to the installation requirements of components with different heights and angles at the end of the frame, one machine with multiple functions, reducing the investment in special equipment and conversion time; the cooperation of the support slide rod 420 and the fixed sleeve 410 provides the ability to resist lateral force, ensuring the stability of the lifting platform 600 under heavy load or wind load; the transmission system is arranged below the floor support 300, which does not occupy the working space and is protected.

[0052] Embodiment three: On the basis of embodiment two, as shown in Figures 10 to 13 The lifting platform 600 extends outwardly on both sides to form two extension plates 610. The inside of both ends of the assembly frame 810 of the frame end assembly component 800 is hinged to the corresponding extension plate 610 through an L-shaped rotating joint plate 620, that is, the rotating bolt 700 penetrates the rotating joint plate 620 and the extension plate 610, thereby realizing the pitching rotation. The assembly frame 810 itself is a rectangular frame composed of H-shaped steel or rectangular tubes. On both sides, there are firmly welded side wing support bars 820, which are in the same plane or slightly lower than the assembly frame 810, together forming a larger main work plane.

[0053] To provide additional fine-tuning support points outside the main plane, an extension bar 830 is welded vertically downward at the bottom outside of each side wing support bar 820. Meanwhile, a plurality of bar rack support plates 840 are also welded at intervals under the frame of the assembly rack 810 itself. The key improvement of this embodiment is that a set of independent fine-tuning mechanisms are installed on each extension bar 830 and each bar rack support plate 840. The mechanism includes a fine-tuning rack 850 fixed by bolts, which is provided with a precise guide rail. A temporary support plate 860 is matched with the guide rail on the fine-tuning rack 850 through the slider on the back of the temporary support plate 860, so that the temporary support plate 860 can be finely adjusted in the direction perpendicular to the main plane of the assembly rack 810, usually horizontally. The upper surface of the temporary support plate 860 can be provided with rubber pads or clamping grooves for supporting components. To further expand the working range, an additional extension rack 870 can also be bolted at the distal end of the side wing support bar 820 or the extension bar 830. The extension rack 870 is provided with a pusher 880 composed of a linear module or a hydraulic cylinder. The telescopic end of the pusher 880 is fixedly connected to a peripheral 890 in the shape of a Chinese character. The peripheral 890 can be extended or retracted along the axis of the extension rack 870, i.e. away from the main body of the steel frame, under the drive of the pusher 880. On the outer side of the peripheral 890, a cantilever support frame 800 for cantilever supporting long components is welded.

[0054] When it is necessary to install wall panels, first, the entire rack end assembly 800 is adjusted to the appropriate height and basic angle by the method described in Embodiment Two. Then, according to the design drawings and reserved mounting hole positions of the components to be installed, the temporary support plates 860 on each fine-tuning rack 850 are pre-positioned and fine-tuned. The worker can easily loosen the locking screws, slide the temporary support plate 860 to the specified position, and then lock it. These temporary support plates 860 constitute an accurate and customized three-dimensional support network.

[0055] After the hoisting equipment hoists the large component to the vicinity of the frame, it can be placed on these temporary support plates 860. For super-long components, the pusher 880 can be activated to push the peripheral 890 and the cantilever support frame 800 on it outward. One end of the component is placed on the assembly rack 810, and the middle is placed on the cantilever support frame 800, thereby obtaining additional intermediate support to prevent the component from bending due to its own weight, facilitating the butt joint of the end.

[0056] This embodiment will be a whole support platform, deconstruction of multiple independent adjustable small support point that is temporary support plate 860. By fine-tuning the spatial position of these support points, you can quickly form a with the target component profile and installation point height consistent with adaptive support mold. Cantilever support frame 800 and pusher 880 combination, then it is the use of mobile support points of principle. By linear drive, a strong support point dynamically sent to the component most needed location is usually across the middle, effectively solve the problem of long component high installation when the middle sag, docking difficulties.

[0057] Embodiment four: This embodiment focuses on the detailed structure of the lower support adjusting member 160 and the base platform 170 and its adaptive adjustment function in response to complex foundation conditions.

[0058] As Figure 14 shown, the connecting beam body 150 as a key horizontal component connecting adjacent frame units, the lower flange or web side of the side of the welding of a vertical wing plate 151. In the side wing plate 151, along the length direction of the connecting beam body 150 is installed a T type or dovetail type of side wing track 152. The top connecting part of the lower support adjusting member 160 is designed as: the top of a rigid adjusting body 161, welded with a horizontal top connecting plate 162. The back of the top connecting plate 162, fixed with the cross section of the side wing track 152 matching sliding block 163. When installing, the sliding block 163 from the end into the side wing track 152, so that the whole lower support adjusting member 160 suspended below the connecting beam body 150, and can slide freely along the track. When sliding to the design position, using several high strength locking bolt 164 through the top connecting plate 162 on the long round hole, with the threaded hole on the side wing plate 151 fastening, rigid locking.

[0059] The core of the embodiment is to adjust the multi-bar hinged adjustment system at the bottom of the main body 161: a bottom hinge seat 165 with a ball hinge or universal hinge structure is arranged at the center of the bottom of the main body 161, and the top end of the base platform 170 is fixedly connected with the hinge seat through a pin shaft or a ball head, so that the base platform 170 can be freely deflected within a certain conical angle range. In order to realize active control and fine adjustment of the deflection angle, two adjustment rods are symmetrically hinged at the bottom of the main body 161 on both sides of the bottom hinge seat 165: one is an auxiliary adjustment rod 166 with adjustable length, such as a sleeve rod with positive and negative threads at both ends, and the other is a support connecting rod 167 with fixed length or locking function. The other end of the auxiliary adjustment rod 166 and the support connecting rod 167 is hinged with the connecting ear plates welded at different heights on the upper part of the base platform 170. By screwing the auxiliary adjustment rod 166 to change its effective length, the base platform 170 can be forced to deflect slightly with the top hinge seat 165 as the center. The support connecting rod 167 forms a stable triangle with the auxiliary adjustment rod 166 to ensure the locking state after angle adjustment.

[0060] After the frame units and the connecting beam body 150 of the support truss 100 are installed, the installation and adjustment of the bottom auxiliary support are carried out. First, according to the support point positions determined in the structural calculation book, each lower support adjustment piece 160 is slid to the approximate marked position on the side wing rail 152 through the sliding clamp block 163, and the locking bolt 164 is preliminarily tightened. Then, the top end of the base platform 170 is connected with the bottom hinge seat 165, and the bottom end of the base platform 170 is placed on the ground foundation. If the ground is level, the base platform 170 only needs to be placed vertically, and all the bolts can be finally tightened.

[0061] When encountering slopes, steps or unevenly settled foundations, the adjustment process is as follows: first, measure the levelness of the connecting beam body 150 with a level. Observe the base platform 170 that needs to be adjusted. If the bottom foundation is not level, it cannot be vertical, or it causes uneven stress on the connecting beam body 150, adjustment is needed. Loosen the locking bolt 164 of the lower support adjustment piece 160 at that position to allow the top connecting plate 162 to have a small amount of sliding or rotating allowance. Use a tool to rotate the adjustment sleeve of the auxiliary adjustment rod 166. When the auxiliary adjustment rod 166 is lengthened, it will push the upper part of the base platform 170 to tilt away from the adjustment rod; when it is shortened, it will pull it back. By observing the plumb line on the base platform 170 or using an angle gauge, adjust it to the vertical state or the inclined state required by the design. In this process, the support connecting rod 167 moves with it and forms a new stable triangle with the auxiliary adjustment rod 166 and the base platform 170. After adjustment, the locking bolt 164 and the locking nut of the auxiliary adjustment rod 166 are tightened again.

[0062] The technical principle of this embodiment is the control of the column top position and attitude through the synergistic effect of dynamic hinge and rod length adjustment. This design, by introducing a bottom hinge seat 165, releases the rotational constraint on the column top, allowing the column to adaptively seek a vertical state. The key innovation lies in replacing the traditional rigid brace with two adjustable or fixed rods: an auxiliary adjustment rod 166 and a support connecting rod 167. The auxiliary adjustment rod 166 acts as an actuator; its length change directly converts into a thrust or pull force on the column top, thereby precisely controlling the column's tilt angle. The support connecting rod 167 acts as a stabilizer, forming a geometrically immutable triangle with the adjustment rod, ensuring that the adjusted angle does not change under force. The design of the side rails 152 and sliding blocks 163 provides the ability to adjust the horizontal position to compensate for installation errors or adapt to different support point design requirements.

[0063] Example 5: In conjunction with the above embodiments, this embodiment focuses on illustrating the integrated and synchronized control system constituted by the lifting support 400 and the lifting adjustment assembly 500, and its collaborative operation mode in the entire frame installation process. For example... Figure 11 As shown, the system is a distributed-drive, centrally-controlled mechatronics module. Below each node support plate 200, an independent lifting support component 400 is installed. The lifting transmission cylinder 430 of each lifting support component 400 preferably uses a servo motor-driven ball screw jack with an encoder, or a worm gear jack with a self-locking function. The support slide rods 420 on both sides not only serve a guiding function but are also the main load-bearing components, forming a sliding pair with the fixed sleeve 410.

[0064] The lifting and adjusting assembly 500 serves as both the drive source and controller. Its drive motor 520 can be a single high-power motor, synchronously driving both sides via the transmission shaft 530; alternatively, for more precise synchronous control, two or more servo motors 52 with closed-loop control can be used to drive the transmission shafts 530 on the left and right sides respectively. The transmission shafts 530 are connected in sections via couplings, passing through multiple nodes below the floor support frame 300. Each transmission end 540 and its corresponding transmission gear 450 utilize a closed-loop synchronous belt drive, i.e., a chain drive 550, to ensure precise transmission, low noise, and safety. Optionally, a central control box is installed on the floor support frame 300, housing a programmable logic controller or microprocessor. The control box receives commands from the operation panel and can connect to displacement sensor signals installed on the lifting platform 600 or the support slide bar 420, forming a position feedback closed loop.

[0065] The installation of the entire frame structure follows a process of main body first, end-stage follow-up, and coordinated operation. The first stage involves stabilizing the main frame, completing the installation and initial adjustment of all frame units of the supporting truss 100 and connecting beams 150. At this time, the lifting platform 600 and its components are in their lowest position or retracted, not interfering with the main body hoisting. The second stage involves the deployment and synchronous lifting of the end platforms. After the main structure passes acceptance, the end operation system is deployed. The operator inputs the target height value on the control panel and presses the start button. The programmable logic controller (PLC) sends synchronous operation commands to all drive motors 520. Each motor transmits power and speed almost uniformly to the corresponding lifting transmission cylinder 430 via the drive shaft 530 and synchronous belt 55. All lifting rods 440 extend synchronously, propelling the lifting platforms 600 distributed at different frame ends to rise smoothly and synchronously. Displacement sensors monitor the height of each point in real time and feed the data back to the controller. The controller uses algorithms for fine-tuning to ensure that multiple lifting platforms 600 maintain high-precision horizontal synchronization throughout the lifting process until the preset height is reached and locked. This process is fully mechanized, replacing the tedious manual work of erecting and leveling traditional scaffolding layer by layer. The third stage involves multi-angle collaborative operation. Once all end work platforms are in place, workers at different positions can independently adjust the rotation angle of their respective end assembly components using manual methods or auxiliary tools, based on their installation tasks. Because the platform height is standardized and stable, workers can focus on precise angle adjustments and component installation. Multiple work surfaces can operate simultaneously and independently without interference, achieving assembly-line-style parallel high-altitude operations.

[0066] The technical principle of this embodiment combines a centralized command and distributed synchronous drive control strategy with functional zoning and parallel operation construction organization. Mechanically, the physical connection between the rigid drive shaft 530 and the synchronous belt 55 ensures forced synchronization of multiple lifting points on the same axis at the mechanical level, which is the foundation for realizing the horizontal lifting of a large-area platform. From the construction process perspective, it decomposes high-altitude operations into two sub-tasks: first, the rapid establishment of the working reference plane is achieved through synchronous motor lifting; second, specific installation operations are carried out on the stable reference plane.

[0067] Example 6: like Figures 15-19 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: Step a1: Based on fire protection design specifications, calculate and determine the initial cross-sectional parameters and fire resistance limit requirements of the rectangular steel pipe column (using conventional methods).

[0068] Preferably, the fire protection design code includes the "Code for Fire Protection Design of Buildings" GB 55037-2022.

[0069] 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.

[0070] 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.

[0071] 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. .

[0072] 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: 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... , This represents the yield strength of a rectangular steel pipe column.

[0073] In particular, such as Figure 15 As shown, the fire resistance performance test in this embodiment includes a load-displacement test. Figure 15 Figure a shows the situation where the load ratio is 0.4 and the area is exposed to fire from all four sides. Figure 15 Figure b shows the situation where the load ratio is 0.6 and the two sides are exposed to fire. Figure 15 Figure c in the diagram shows the case of a single-sided fire with a load ratio of 0.6. Figure 15 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; like Figure 16 As shown, the finite element analysis in this embodiment includes constructing the temperature field distribution. Figure 16 Figure a shows the state after 30 minutes of exposure to fire. Figure 16 Figure b shows the state after 60 minutes of exposure to fire. Figure 16 Figure c shows the state after 90 minutes of exposure to fire. Figure 16 The d-graph in the image shows the state after 180 minutes of exposure to fire. like Figure 17As 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 17 Figure a shows the effect of column load ratio. Figure 17 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.

[0074] 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.

[0075] 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.

[0076] In particular, such as Figure 18 As shown, this embodiment compares simplified calculation results with simulation results. Figure 18 Figure a shows the situation where the fire is contained from all four sides. Figure 18 Figure b shows the fire situation on two opposite sides. Figure 18 Figure c shows the fire conditions on two adjacent sides. Figure 18 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; like Figure 19 As shown, this embodiment calculates the error distribution using conventional methods. Figure 19 Figure a shows the situation where the fire is contained from all four sides. Figure 19 Figure b shows the fire situation on two opposite sides. Figure 19 Figure c shows the fire conditions on two adjacent sides. Figure 19 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.

[0077] 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.

[0078] 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.

[0079] Furthermore, the design method for the steel structure residential building also includes a column seismic design method, 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.

[0080] Preferably, the method for determining the seismic resistance level includes: 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. 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. 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.

[0081] Furthermore, the steel structure residential building design method also includes a wall panel stiffness adaptability design method, specifically including: Step b1: Based on design specifications (such as the "Steel Structure Design Standard" GB 50017-2017) and (PKPM software) modeling verification, determine the stiffness ratio. The range of values ​​for is defined by the following formulas: ,in, Indicates the lateral stiffness of the wall panel. This indicates the lateral stiffness of the main steel frame structure.

[0082] Preferably, the stiffness ratio The range of values ​​includes: when When the load is less than 3.5, the wall panel does not bear the horizontal load of the main steel frame, and thus it is called the enclosure wall. When 3.5≤ When the wall panel is ≤4.5, it bears 70-85% of the horizontal load of the steel frame structure, thus it is a ductile wall. Correspondingly, according to the design requirements in the "Technical Specification for Steel Structures of High-Rise Civil Buildings" (JGJ 99-2015), the height of the steel frame structure can be increased by 144%, and the length coefficient for interior columns can be calculated. ≤1.5, which meets the stability requirements of non-lateral-slip frames, while avoiding material waste caused by excessive stiffness; When 4.5 < When the stiffness is ≤5, it is a (high stiffness) shear wall, but the marginal benefit of stiffness is significantly reduced, the cross-section of the rib beams and rib columns is greatly increased, the amount of material used increases by 20-30%, the economy decreases, and it is only suitable for high-intensity earthquake zones or special lateral resistance scenarios.

[0083] Step b2, based on preset Value and The required value is calculated using the stiffness ratio formula. value; Step b3: Select a set of cross-sectional dimensions for the rib beams and rib columns, as well as the length and width dimensions of the mesh holes, and construct the wall panel model using the finite element tool; Step b4: Calculate the wall panel model The value is determined, and it is judged whether the requirement is met. Value: If yes, output the cross-sectional dimensions of the rib beams and rib columns, as well as the length and width dimensions of the mesh holes; if no, iteratively execute step b3.

[0084] For example, with For example: If a ductile wall is required, then take The dimensions must be adjusted using the methods described above to meet the following requirements. ; If a retaining wall is required, then take The dimensions must be adjusted using the methods described above to meet the following requirements. ; If shear walls are required, then take The dimensions must be adjusted using the methods described above to meet the following requirements. .

[0085] Furthermore, the steel structure residential building design method also includes a wall panel deformation adaptability design method, specifically including: Step c1: Based on the displacement angle limit in the design specifications (e.g., the Technical Specification for Steel Structures of High-Rise Civil Buildings), determine the effective sliding length on one side of the sliding node. The range of values ​​for is defined by the following formulas: ; in, This indicates the allowable inter-story displacement of the steel frame structure, specifically the story height. The ratio to the displacement angle limit; Step c2: Calculate the length of the oblong hole. The specific calculation formula includes: ; in, Indicates the bolt diameter; For example, Given a height of 3.6m and a displacement angle limit of 1 / 800 for a frame-wall panel bracing system prone to earthquakes, then... Designable The thickness is 5~5.4mm. For M20 bolts, calculations show that... With a thickness of 30.8mm, the wall panel cracking problem is effectively avoided; Step c3: Based on the preset shear span ratio of the ribbed column and ribbed beam, the quantity and size of the inner leaf plate reinforcement are determined by iterative calculation using finite element tools.

[0086] Preferably, the shear span ratio is >3 to avoid brittle shear failure, while ensuring that the maximum crack width between the ribs and beams does not exceed 0.2mm when the main steel frame reaches the allowable displacement limit; correspondingly, the inner leaf plate reinforcement is at least Longitudinal tensile reinforcement.

[0087] Step c4: Based on the allowable inter-story displacement of the steel frame and the preset gap between wall panels (e.g., 20-30mm), the thickness and deformation of the flexible pad (e.g., 1-3mm) are determined by iterative calculation using finite element tools. This helps to absorb the relative deformation between the wall panel and the steel frame and to restore the wall panel after deformation, thus avoiding stress concentration from collisions and reducing repair costs after disasters such as earthquakes.

[0088] Furthermore, the steel structure residential building design method also includes a wall panel strength adaptability design method, specifically including: Step d1: Determine the shear capacity of the sliding joint based on design specifications (e.g., the Seismic Design Code for Buildings). Lateral bearing capacity of the wall panel itself The proportional relationship between them.

[0089] Preferably, the specific expression of the proportional relationship includes: .

[0090] Step d2, based on preset and stiffness ratio By using the finite element method, the sliding node parameters are iteratively adjusted to calculate... Until the stated proportional relationship is satisfied; the sliding node parameters include the number of bolts, bolt diameter, bolt strength, and the material and thickness of the wall-top connecting plate; For example, when , At this time, after calculation using finite element analysis, 10.9 grade M24 high-strength bolts (single bolt shear resistance 150kN) can be selected, with 8 bolts required for each sliding node; the material of the wall top connecting plate is Q355 steel with a thickness of 16mm; at this time, And there are The proportional relationship is satisfied; when , At this time, after calculation using finite element tools, 8.8 grade M20 high-strength bolts (single bolt shear resistance 90kN) can be selected, with 4 bolts required for each sliding node; the material of the wall top connecting plate is Q355 steel with a thickness of 12mm; at this time, And there are The proportional relationship is satisfied; when , At this time, after calculation using finite element tools, 10.9 grade M27 high-strength bolts (single bolt shear resistance 200kN) can be selected, and 6 bolts are required for each sliding node; the material of the wall top connecting plate is Q355 steel with a thickness of 20mm; at this time, And there are It also satisfies the proportional relationship.

[0091] 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 steel structure residential building based on variable stiffness wall panels, comprising wall panels and a steel frame structure, characterized in that, The frame columns of the main steel frame body consist of, from the inside out, a concrete core, a rectangular steel pipe column, and a reinforced concrete covering layer; the reinforced concrete covering layer includes a steel mesh layer. The wall panel includes an inner leaf panel, an insulation panel, and an outer leaf panel arranged in sequence; a wall top connection assembly is provided at the top of the inner leaf panel, and a wall bottom connection assembly is provided at the bottom of the inner leaf panel; the inner leaf panel includes a grid structure composed of several sets of rib columns and rib beams; and filling blocks are provided in the grid holes of the grid structure.

2. The steel structure residential building according to claim 1, characterized in that, The wall-top connection assembly includes a wall-top plate, a first stud, and a wall-top connection plate; Multiple sets of first studs are placed upside down at one end of the wall top plate near the wall plate and embedded in the inner leaf plate to fasten the wall top plate to the top of the inner leaf plate; two wall top connecting plates are fixed side by side at one end of the wall top plate away from the inner leaf plate to form a first slot and are parallel to the plate surface of the inner leaf plate; multiple first bolt holes are evenly distributed on the wall top connecting plates; The wall base connection assembly includes a wall base plate, second studs, and a wall base connection plate; multiple sets of second studs are disposed at one end of the wall base plate near the wall plate and embedded in the inner leaf plate for fastening the wall base plate to the bottom of the inner leaf plate; a wall base connection plate is fixed at one end of the wall base plate away from the inner leaf plate and is parallel to the surface of the inner leaf plate; multiple second bolt holes are evenly distributed on the wall base connection plate.

3. The steel structure residential building according to claim 2, characterized in that, The first bolt hole is an oblong hole.

4. The steel structure residential building according to claim 3, characterized in that, At least one straight edge of the oblong hole contacts the outer diameter of the bolt, forming a sliding joint.

5. The steel structure residential building according to claim 4, characterized in that, The sliding node is a multi-bolt parallel arrangement, that is, multiple bolts arranged in parallel are accommodated in an elongated oval hole.

6. The steel structure residential building according to claim 1, characterized in that, Flexible pads are also installed between the left and right sides of the wall panel and the frame columns of the main steel frame.

7. A design method for designing steel structure residential buildings as described in any one of claims 1-6, characterized in that, This includes wall panel stiffness adaptability design methods, specifically including: Step b1: Determine the stiffness ratio based on design specifications and modeling verification. The range of values ​​for is defined by the following formulas: ,in, Indicates the lateral stiffness of the wall panel. Indicates the lateral stiffness of the main steel frame structure; Step b2, based on preset Value and The required value is calculated using the stiffness ratio formula. value; Step b3: Select a set of cross-sectional dimensions for the rib beams and rib columns, as well as the length and width dimensions of the mesh holes, and construct the wall panel model using the finite element tool; Step b4: Calculate the wall panel model The value is determined, and it is judged whether the requirement is met. Value: If yes, output the cross-sectional dimensions of the rib beams and rib columns, as well as the length and width dimensions of the mesh holes; if no, iteratively execute step b3.

8. The design method according to claim 7, characterized in that, The stiffness ratio The range of values ​​includes: when When the thickness is less than 3.5, it is considered a retaining wall; When 3.5≤ When the value is ≤4.5, it is considered a ductile wall; When 4.5 < When the value is ≤5, it is considered a shear wall.

9. The design method according to claim 7, characterized in that, It also includes wall panel deformation adaptability design methods, specifically including: Step c1: Based on the displacement angle limit specified in the design code, determine the effective sliding length on one side of the sliding node. The range of values ​​for is defined by the following formulas: ； in, This indicates the allowable inter-story displacement of the steel frame structure, specifically the story height. The ratio to the displacement angle limit; Step c2: Calculate the length of the oblong hole. The specific calculation formula includes: ； in, Indicates the bolt diameter; Step c3: Based on the preset shear span ratio of the ribbed column and ribbed beam, the quantity and size of the inner leaf plate reinforcement are determined by iterative calculation using finite element tools; Step c4: Based on the allowable inter-story displacement of the steel frame and the preset wall panel gap, the thickness and deformation of the flexible pad are determined by iterative calculation using finite element tools.

10. The design method according to claim 7, characterized in that, It also includes wall panel strength adaptability design methods, specifically including: Step d1: Determine the shear capacity of the sliding joint based on design specifications. Lateral bearing capacity of the wall panel itself The proportional relationship between them; the specific expression of the proportional relationship includes: ; Step d2, based on preset and stiffness ratio By using the finite element method, the sliding node parameters are iteratively adjusted to calculate... Until the stated proportional relationship is satisfied; the sliding node parameters include the number of bolts, bolt diameter, bolt strength, and the material and thickness of the wall-top connecting plate.

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