A hanging combination structure system and construction method

Abstract

The application discloses a hanging combination structure system and a construction method, and relates to the technical field of building structures. The hanging combination structure system comprises a vertical support main body, the vertical support main body comprises a plurality of L-shaped shear walls which are arranged in a rectangular profile and are spaced, the L-shaped shear wall comprises a steel pipe concrete component, and the two outer side walls of the steel pipe concrete component which are arranged in an L shape are respectively provided with a first branch and a second branch. The first branch and the second branch are the same in structure, the first branch comprises a one-word steel plate which is fixed to the steel pipe concrete component, one end of the one-word steel plate which is away from the steel pipe concrete component is provided with a C-shaped cross-section steel component, the one-word steel plate is wrapped with a first concrete part, and the two ends of the first concrete part are connected to the steel pipe concrete component and the C-shaped cross-section steel component respectively. The top end of the vertical support main body is provided with a roof steel truss, and a floor assembly is connected to the roof steel truss through a hanging column below the roof steel truss. The application has the advantages of beautiful structure form, clear force transmission path, excellent bearing performance, and strong anti-seismic capacity.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of structural engineering, in particular to a hanging combined structure system and a construction method. BACKGROUND

[0002] With the rapid development of China's economy, the society's requirements for building quality, functionality and aesthetic value are constantly improving, especially in the field of public building design, the public's expectations are not limited to the beauty of appearance and the comfort of internal environment, but also extend to the rationality of space layout, the fluency of people and goods flow lines, and low-carbon environmental protection in the process of construction and operation. Under this background, a new type of self-balancing structure system, cantilever-hanging structure system, has been widely used in structural engineering. This system replaces the dense support column originally used to support the large-span horizontal components (such as floor) of two floors and above with a hanging column, and uses the top horizontal component to transfer the weight of the multi-story floor to the main vertical structure, realizing a more open and unobstructed shared space, significantly improving the utilization rate of building space and optimizing the traffic conditions of people and goods flow.

[0003] The cantilever-hanging structure system cancels the first layer of vertical support structure, which puts higher requirements on the strength performance of the main vertical structure. Most of the existing cantilever-hanging structure systems use traditional rectangular or circular cross-section structures for the main vertical structure, which usually increases the cross-sectional size of the main vertical structure to obtain higher strength performance, but this method easily causes waste of excessive use of materials and insignificant improvement of strength performance. SUMMARY

[0004] Therefore, the technical problem to be solved by the present application is to overcome the defects of the existing cantilever-hanging structure system, that is, the main vertical structure cannot effectively improve the strength performance even if the cross-sectional size is increased, and causes waste of excessive use of materials, thereby providing a hanging combined structure system and a construction method.

[0005] In a first aspect, the present application provides a hanging combined structure system, comprising:

[0006] A vertical support body comprising a plurality of L-shaped shear walls arranged in a rectangular profile, the L-shaped shear wall comprising a steel pipe concrete component, a first branch and a second branch, the first branch and the second branch being arranged on two outer walls of the steel pipe concrete component in an L-shaped manner; the first branch and the second branch are the same structure, the first branch comprises a one-piece steel plate fixed to the steel pipe concrete component, one end of the one-piece steel plate away from the steel pipe concrete component is provided with a C-shaped cross-section steel component, the one-piece steel plate is wrapped with a first concrete part, and two ends of the first concrete part are connected to the steel pipe concrete component and the C-shaped cross-section steel component respectively;

[0007] a roof steel truss arranged at the top end of the vertical support body;

[0008] a floor assembly connected below the roof steel truss by a hanging column.

[0009] According to the hanging combined structure system, at least the following technical effects are achieved:

[0010] By splitting the vertical support body into multiple L-shaped shear walls arranged in a rectangular profile, arranging the roof steel truss at the top end of the vertical support body, and connecting the floor assembly to the roof steel truss by the hanging column, the load transmission path in the hanging combined structure system is clear and explicit, i.e., the vertical action of the floor assembly is transmitted to the roof steel truss through the hanging column, then to the multiple L-shaped shear walls arranged in a rectangular profile, and finally to the foundation, which has good overall stability and high force transmission efficiency. Meanwhile, the two outer walls arranged in an L shape of the concrete-filled steel tube member of each L-shaped shear wall are respectively connected to the first branch and the second branch, the one-piece steel plate of the first branch and the second branch is wrapped with the first concrete part, and the first concrete part is connected between the concrete-filled steel tube member and the C-shaped cross-section steel member, so that the concrete-filled steel tube member, the one-piece steel plate, the C-shaped cross-section steel member, and the first concrete part all rely on the interaction between steel and concrete, realizing the "hoop" enhancement of concrete strength and the buckling restraint of the steel plate wall composed of the surrounding wall of the concrete-filled steel tube member, the side wall of the one-piece steel plate, and the surrounding wall of the C-shaped cross-section steel member. Under the combined action of vertical action and seismic action, the concrete-filled steel tube member in the L-shaped shear wall mainly bears the vertical action, and the first branch and the second branch mainly bear the lateral action, fully utilizing their respective advantages of strong axial compression resistance and strong shear resistance. The concrete-filled steel tube member, the first branch, and the second branch also have the advantage of being good at compression-bending-shear combined action. In addition, the one-piece steel plate in the first branch and the second branch can repeatedly yield without buckling under the constraint of concrete in "major earthquakes", fully utilizing the energy dissipation capacity of steel, and effectively improving the strength performance of the L-shaped shear wall without significantly increasing the cross-sectional size of the L-shaped shear wall.

[0011] In an optional embodiment, the first branch further includes a reinforcing assembly, the reinforcing assembly includes multiple steel cages, the multiple steel cages are arranged in the length direction of the one-piece steel plate, and studs are connected between the steel cages and the one-piece steel plate; and the first concrete part wraps the reinforcing assembly.

[0012] In an optional embodiment, two reinforcing assemblies are provided, and the two reinforcing assemblies are symmetrically arranged on both sides of the one-piece steel plate in the thickness direction of the one-piece steel plate.

[0013] In an alternative embodiment, the floor assembly comprises a plurality of suspended floors spaced apart in a vertical direction, and two adjacent suspended floors are connected by the suspended column.

[0014] In an alternative embodiment, the suspended floor comprises a steel bar base and a second concrete part, and the steel bar base is arranged in the second concrete part.

[0015] In an alternative embodiment, the L-shaped shear wall is provided with four L-shaped shear walls, and the projection of any one of the L-shaped shear walls in a first direction overlaps with the adjacent L-shaped shear wall, and the projection of any one of the L-shaped shear walls in a second direction overlaps with the adjacent L-shaped shear wall; the first direction and the second direction are perpendicular to each other and located in the same horizontal plane.

[0016] In an alternative embodiment, the one-word steel plate is connected to the center of the C-shaped section steel member at the end away from the concrete-filled steel tubular member.

[0017] In an alternative embodiment, the concrete-filled steel tubular member comprises a hollow square steel tube and a third concrete part, and the third concrete part is filled in the interior of the hollow square steel tube.

[0018] In a second aspect, the present application also provides a construction method for constructing the suspended combination structure system provided in the first aspect, wherein the floor assembly comprises a plurality of suspended floors spaced apart in a vertical direction; the construction method comprises the following steps:

[0019] S1, preparing an L-shaped shear wall, splicing a concrete-filled steel tubular member and two one-word steel plates according to a designed shape, connecting a C-shaped section steel member to the end of each of the two one-word steel plates away from the concrete-filled steel tubular member, and pouring concrete between the C-shaped section steel member and the concrete-filled steel tubular member to respectively prepare a first sub-limb and a second sub-limb;

[0020] S2, spacing a corresponding number of L-shaped shear walls according to a rectangular contour on a foundation base to obtain a vertical support main body;

[0021] S3, arranging a first temporary support jig frame on the foundation base, pouring concrete on a temporary construction platform formed by the first temporary support jig frame to obtain a suspended floor located at the bottom end;

[0022] S4, arranging a second temporary support jig frame on the suspended floor located at the bottom end, pouring concrete on a temporary construction platform formed by the second temporary support jig frame to obtain a suspended floor; repeating this step until a suspended floor located at the top end is poured;

[0023] S5, setting the second temporary support jig frame on the topmost hanging floor, and installing a roof steel truss on a temporary construction platform formed by the second temporary support jig frame;

[0024] S6, installing a hanging column between the topmost hanging floor and the roof steel truss and between two adjacent hanging floors;

[0025] S7, removing the second temporary support jig frame and the first temporary support jig frame.

[0026] According to the construction method, at least the following technical effects are achieved:

[0027] The construction method first uses the first temporary support jig frame and the second temporary support jig frame to sequentially construct each hanging floor from bottom to top, then installs a roof steel truss, and installs a hanging column under the premise of providing stable support by the first temporary support jig frame and the second temporary support jig frame. The whole construction process is convenient and safe to operate. The hanging combined structural system prepared by the construction method splits the vertical support body into multiple L-shaped shear walls arranged in a rectangular profile, the roof steel truss is arranged at the top of the vertical support body, and the roof steel truss is connected to the floor assembly through the hanging column, so that the load transmission path in the hanging combined structural system prepared by the construction method is clear and explicit, i.e., the vertical action of the floor assembly is transmitted to the roof steel truss through the hanging column, then to the multiple L-shaped shear walls arranged in a rectangular profile, and finally to the foundation. The whole system has good stability and high force transmission efficiency. Meanwhile, the two L-shaped outer walls of the concrete-filled steel tube member of each L-shaped shear wall are respectively connected to the first branch and the second branch, the first branch and the second branch are respectively wrapped with the first concrete part, and the first concrete part is connected between the concrete-filled steel tube member and the C-shaped cross-section steel member. The concrete-filled steel tube member, the steel plate, the C-shaped cross-section steel member, and the first concrete part all interact with each other through steel and concrete, realizing the "hoop" enhancement of the concrete strength and the buckling restraint of the steel plate wall composed of the surrounding wall of the concrete-filled steel tube member, the side wall of the steel plate, and the surrounding wall of the C-shaped cross-section steel member. Under the combined action of vertical action and seismic action, the concrete-filled steel tube member in the L-shaped shear wall mainly bears the vertical action, and the first branch and the second branch mainly bear the lateral action, fully exerting their respective advantages of strong axial compression resistance and strong shear resistance. The concrete-filled steel tube member, the first branch, and the second branch also have the advantage of being good at compression-bending-shear combined action. In addition, the steel plate in the first branch and the second branch can repeatedly yield without buckling under the constraint of the concrete in a "major earthquake", fully exerting the energy dissipation capacity of steel, and effectively improving the strength performance of the L-shaped shear wall without significantly increasing the cross-sectional size of the L-shaped shear wall.

[0028] In a third aspect, the present application further provides a construction method for constructing the hanging combined structure system provided in the first aspect, wherein the floor assembly comprises a plurality of hanging floors spaced apart in the vertical direction; and the construction method comprises the following steps:

[0029] S1, preparing an L-shaped shear wall, wherein a concrete-filled steel tube member and two one-dimensional steel plates are spliced according to a designed shape, a C-shaped cross-section steel member is connected to one end of each of the two one-dimensional steel plates away from the concrete-filled steel tube member, and concrete is poured between the C-shaped cross-section steel member and the concrete-filled steel tube member, so as to respectively prepare a first branch and a second branch;

[0030] S2, arranging a corresponding number of the L-shaped shear walls according to a rectangular contour and spaced apart on a foundation base to obtain a vertical support main body;

[0031] S3, arranging a third temporary support jig frame on the foundation base, and installing a roof steel truss on a temporary construction platform formed by the third temporary support jig frame;

[0032] S4, removing part of the third temporary support jig frame, lowering a top end height position of the third temporary support jig frame, pouring a topmost hanging floor on a temporary construction platform formed by the third temporary support jig frame, and installing a hanging column between the topmost hanging floor and the roof steel truss;

[0033] S5, removing part of the third temporary support jig frame, lowering a top end height position of the third temporary support jig frame, pouring a topmost hanging floor on a temporary construction platform formed by the third temporary support jig frame, and installing a hanging column between the topmost hanging floor and the roof steel truss; repeating the step until a bottommost hanging floor is poured, and the hanging column is installed between a top second hanging floor and the bottommost hanging floor;

[0034] S6, removing the remaining part of the third temporary support jig frame.

[0035] According to the construction method of the present application, at least the following technical effects are achieved:

[0036] The construction method adopts a higher third temporary support jig frame as support to install the roof steel truss, then removes part of the third temporary support jig frame, uses the removed part as support to construct the topmost hanging floor and install the corresponding hanging column, then removes part of the third temporary support jig frame again to use the removed part as support to construct the second topmost hanging floor and install the corresponding hanging column, and repeats the above actions to gradually remove part of the third temporary support jig frame while sequentially constructing the hanging floors from top to bottom, and installs the corresponding hanging column after the construction of each hanging floor is completed, so that the third temporary support jig frame is gradually removed after the construction is completed, without the need to remove the entire third temporary support jig frame after the construction of the hanging combined structure system is completed, the entire construction process is convenient to operate and has higher construction efficiency; and the hanging combined structure system prepared by the construction method divides the vertical support body into multiple L-shaped shear walls arranged in a rectangular profile, the roof steel truss is arranged at the top of the vertical support body, and the roof steel truss is connected to the floor assembly through the hanging column, so that the load transmission path in the hanging combined structure system prepared by the construction method is clear and definite, i.e., the vertical action of the floor assembly is transmitted to the roof steel truss through the hanging column, then to the multiple L-shaped shear walls arranged in a rectangular profile, and finally to the foundation, so that the hanging combined structure system has good overall stability and high force transmission efficiency. Meanwhile, the two L-shaped outer walls of the concrete-filled steel tube member of each L-shaped shear wall are respectively connected to the first branch limb and the second branch limb, the first branch limb and the second branch limb are respectively wrapped with the first concrete part, and the first concrete part is connected between the concrete-filled steel tube member and the C-shaped cross-section steel member, so that the concrete-filled steel tube member, the one-way steel plate, the C-shaped cross-section steel member and the first concrete part are all connected through the interaction between steel and concrete, the concrete strength is enhanced through the "hoop" effect, and the buckling restraint of the steel plate wall composed of the surrounding wall of the concrete-filled steel tube member, the side wall of the one-way steel plate and the surrounding wall of the C-shaped cross-section steel member is realized. When the vertical action and the earthquake action act together, the concrete-filled steel tube member in the L-shaped shear wall mainly bears the vertical action, and the first branch limb and the second branch limb mainly bear the lateral action, so that the advantages of strong axial compression resistance and strong shear resistance of each component are fully utilized, and the concrete-filled steel tube member, the first branch limb and the second branch limb also have the advantage of being good at bearing complex stress under compression, bending and shear. In addition, the one-way steel plate in the first branch limb and the second branch limb can repeatedly yield without buckling under the constraint of the concrete in a "major earthquake", so that the energy dissipation capacity of the steel material is fully utilized, and the strength performance of the L-shaped shear wall is effectively improved without significantly increasing the cross-sectional size of the L-shaped shear wall. BRIEF DESCRIPTION OF DRAWINGS

[0037] In order to more clearly illustrate the technical solutions in the specific embodiments of the present application or the prior art, the drawings required to be used in the 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 present application, and other drawings can be obtained by those skilled in the art without creative effort on the basis of these drawings.

[0038] Figure 1 A structural schematic diagram of a hanging combined structure system of the present embodiment;

[0039] Figure 2 A structural schematic diagram of a hanging combined structure system of the present embodiment; Figure 1 A structural schematic diagram of a hanging combined structure system of the present embodiment;

[0040] Figure 3 A structural schematic diagram of a hanging combined structure system of the present embodiment; Figure 1 A structural schematic diagram of a hanging combined structure system of the present embodiment;

[0041] Figure 4 A structural schematic diagram of a hanging combined structure system of the present embodiment;

[0042] Figure 5 A structural schematic diagram of a hanging combined structure system of the present embodiment;

[0043] Figure 6 A structural schematic diagram of a hanging combined structure system of the present embodiment;

[0044] Figure 7 A structural schematic diagram of a hanging combined structure system of the present embodiment;

[0045] Figure 8 A structural schematic diagram of a hanging combined structure system of the present embodiment;

[0046] Figure 9 A structural schematic diagram of a hanging combined structure system of the present embodiment;

[0047] Figure 10 A structural schematic diagram of a hanging combined structure system of the present embodiment.

[0048] Explanation of reference signs:

[0049] 100 type shear wall, 110-steel pipe concrete component, 111-hollow square steel pipe, 112-third concrete part, 120-first sub-limb, 130-second sub-limb, 140-steel plate of one character type, 150 type cross section steel component, 160-first concrete part, 170-steel reinforcement cage, 180-bolted nail;

[0050] 200 - roof steel truss, 210 - suspended column, 220 - suspended floor;

[0051] 300 - first temporary support jig, 400 - second temporary support jig, 500 - third temporary support jig. DETAILED DESCRIPTION

[0052] In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only some of the embodiments of the present application, rather than all the embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work fall within the protection scope of the present application.

[0053] In the description of the present embodiments, 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 based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present embodiments and simplifying the description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present embodiments. In addition, the terms "first", "second", "third" are only for the purpose of description, and cannot be understood as indicating or implying relative importance.

[0054] In the description of the present embodiments, it should be noted that unless otherwise explicitly specified and limited, the terms "mounting", "connecting", "connection" should be understood in a broad sense, for example, can be fixedly connected, can be detachably connected, or integrally connected; can be mechanically connected, can be electrically connected; can be directly connected, can be indirectly connected through an intermediate medium, and can be the communication inside two elements. For those skilled in the art, the specific meanings of the above terms in the present embodiments can be understood according to the specific circumstances.

[0055] The embodiments of the present application will be described below with reference to Figures 1 to 10 .

[0056] According to a first aspect of the present invention, a suspended assembly structure system is provided, including a vertical support body. The vertical support body includes a plurality of L-shaped shear walls 100 arranged at intervals with rectangular outlines. Each L-shaped shear wall 100 includes a steel-concrete composite member 110, a first branch 120, and a second branch 130. The first branch 120 and the second branch 130 are respectively disposed on two L-shaped outer side walls of the steel-concrete composite member 110. The first branch 120 and the second branch 130 have the same structure. The 0 includes a straight steel plate 140 fixed to the steel-concrete composite member 110, a C-section steel member 150 provided at one end of the straight steel plate 140 away from the steel-concrete composite member 110, and a first concrete part 160 wrapped around the straight steel plate 140. The two ends of the first concrete part 160 are respectively connected to the steel-concrete composite member 110 and the C-section steel member 150. A roof steel truss 200 is provided at the top of the vertical support body, and a floor slab assembly is connected to the bottom of the roof steel truss 200 through a hanging column 210.

[0057] The suspended combined structure system of this embodiment divides the vertical support body into multiple L-shaped shear walls 100 arranged in a rectangular outline at intervals. The roof steel truss 200 is set at the top of the vertical support body. The roof steel truss 200 is connected to the floor slab components through the hanging columns 210. This makes the load transfer path inside the suspended combined structure system of this embodiment clear and specific. That is, the vertical force of the floor slab components is transferred to the roof steel truss 200 through the hanging columns 210, then to the multiple L-shaped shear walls 100 arranged in a rectangular outline at intervals, and finally to the foundation. The system has good overall stability and high force transfer efficiency. Meanwhile, the two L-shaped outer sidewalls of the steel-concrete composite member 110 of each L-shaped shear wall 100 are respectively connected to the first branch 120 and the second branch 130. The first branch 120 and the first branch 130 are both wrapped with the straight steel plate 140, and the first concrete part 160 is connected between the steel-concrete composite member 110 and the C-section steel member 150. This allows the steel-concrete composite member 110, the straight steel plate 140, the C-section steel member 150, and the first concrete part 160 to achieve the "hoop" reinforcement of concrete strength and the buckling restraint of the steel plate wall composed of the wall of the steel-concrete composite member 110, the sidewall of the straight steel plate, and the wall of the C-section steel member 150 through the interaction between steel and concrete. When subjected to both load and seismic action, the steel-concrete composite member 110 in the L-shaped shear wall 100 mainly bears the vertical load, while the first branch 120 and the second branch 130 mainly bear the lateral load. This fully leverages their respective advantages of strong axial compression resistance and strong shear resistance. The steel-concrete composite member 110, the first branch 120, and the second branch 130 also possess the advantage of being adept at handling complex stresses under combined compression, bending, and shear forces, resulting in excellent load-bearing performance. Furthermore, the straight steel plate 140 in the first branch 120 and the second branch 130, under the constraint of concrete, can repeatedly yield without buckling during a major earthquake, fully utilizing the energy dissipation capacity of steel and exhibiting strong seismic resistance. This effectively improves the strength performance of the L-shaped shear wall 100 without significantly increasing its cross-sectional dimensions.

[0058] It should be noted that this embodiment optimizes the structural form and material configuration, especially the L-shaped shear wall 100, which makes full use of the performance of each material, significantly improving the load-bearing efficiency and material utilization of the structural system. This transforms the concept of cantilever-suspended structure into practice, providing strong technical support for achieving more visually impactful architectural effects and smoother spatial organization.

[0059] It should be noted that the suspended combination structure system in this embodiment has a clear force transmission path. The floor slab components are connected to the bottom of the roof steel truss 200 through the hanging column 210, so that the floor slab components are "suspended" to achieve a visually harmonious and unified architectural appearance. While meeting the mechanical performance requirements, it enhances the aesthetic value of the building. Especially on the first floor of the building, the building space is open and unobstructed, presenting a "floating" effect, which provides new possibilities for modern architectural design.

[0060] In practical applications, the roof steel truss 200 is a three-dimensional grid structure formed by the interconnection of a large number of one-dimensional steel structural components (commonly circular, I-shaped, and angular steel columns), which has strong bending load-bearing capacity.

[0061] In specific applications, the hanging column 210 is made of high-strength steel.

[0062] It is understandable that the first direction, the second direction, and the vertical direction mentioned in the text are all perpendicular to each other, and the first direction and the second direction are located on the same horizontal plane. For ease of description, they are referred to as... Figure 1 and Figure 2 The first direction, the second direction, and the vertical direction are described as the first direction, the second direction, and the vertical direction.

[0063] like Figure 4 As shown, in some embodiments, the first limb 120 further includes a reinforcing component, which includes a plurality of reinforcing cages 170 spaced apart along the length of the straight steel plate 140. A stud 180 connects the reinforcing cage 170 to the straight steel plate 140. The first concrete portion 160 encloses the reinforcing component. The reinforcing cages 170 further constrain the first concrete portion 160, which is more conducive to achieving "hoop" reinforcement of concrete strength and buckling restraint of the steel plate wall, improving the structural bearing capacity of the first limb 120 and the second limb 130, thereby improving the structural bearing capacity of the L-shaped shear wall 100. Simultaneously, the studs 180 fix the reinforcing cages 170 and the straight steel plate 140 together, which helps to prevent the reinforcing cages 170 from separating from the straight steel plate 140 during the pouring of concrete to obtain the first concrete portion 160 of the L-shaped shear wall 100, ensuring the structural strength of the resulting L-shaped shear wall 100.

[0064] In practical applications, the steel cage 170 is composed of longitudinal steel bars and circumferential stirrups.

[0065] To further enhance the restraining effect of the reinforcing cage 170 on the first concrete section 160, specifically, two reinforcing components are provided, and the two reinforcing components are symmetrically arranged on both sides of the straight steel plate 140 along the thickness direction of the straight steel plate 140.

[0066] likeFigure 1 As shown, in some embodiments, the floor slab assembly includes multiple suspended floor slabs 220 spaced vertically, preferably three suspended floor slabs 220, with adjacent suspended floor slabs 220 connected by suspended columns 210. The three suspended floor slabs 220 are combined into a "suspended" whole by the suspended columns 210, and the vertical force of this whole is transmitted to the roof steel truss 200 through the suspended columns 210, then to multiple L-shaped shear walls 100 spaced apart in a rectangular outline, and finally to the foundation. The whole has good stability and high force transmission efficiency. At the same time, the dense supporting columns on the first floor of the building are eliminated, making the building space open and unobstructed, presenting a "floating" effect, and providing new possibilities for modern architectural design.

[0067] In specific applications, the number of suspended floor slabs 220 can be increased or decreased reasonably according to the height of the building (i.e., the height of the vertical support structure). For example, in other embodiments, there may be two, four, five, or other quantities of suspended floor slabs 220.

[0068] Specifically, the suspended floor slab 220 includes a steel reinforcement foundation and a second concrete section. The steel reinforcement foundation is set inside the second concrete section, and the steel reinforcement foundation constrains the second concrete section, which is more conducive to achieving the "hoop" reinforcement of the strength of the second concrete section and improving the structural load-bearing performance of the suspended floor slab 220.

[0069] In practical applications, the suspended floor slab 220 is set as a precast reinforced concrete floor slab, which can realize factory production, modular assembly, and simple and quick on-site installation.

[0070] like Figure 2 and Figure 3 As shown, in some embodiments, four L-shaped shear walls 100 are provided. The projection of any one L-shaped shear wall 100 along the first direction overlaps with the adjacent L-shaped shear wall 100, and the projection of any one L-shaped shear wall 100 along the second direction overlaps with the adjacent L-shaped shear wall 100. The vertical force of the floor slab assembly is transmitted to the roof steel truss 200 through the hanging columns 210, and then to the four L-shaped shear walls 100 located at the four corner points of the rectangular outline. The load borne by the four L-shaped shear walls 100 is basically the same, and finally transmitted to the foundation. The overall stability is good, the force transmission efficiency is high, and the strength performance is high. It should be noted that the two L-shaped shear walls 100 whose projections along the first direction overlap are mirror images of each other about the second direction; the two L-shaped shear walls 100 whose projections along the second direction overlap are mirror images of each other about the first direction.

[0071] like Figure 4As shown, in some embodiments, one end of the straight steel plate 140 is welded and fixed to the center of the outer wall of the steel tube concrete member 110, and the other end is welded and fixed to the center of the C-section steel member 150; this is more conducive to constraining the first concrete part 160, thereby more conducive to achieving the "hoop" reinforcement of concrete strength and buckling restraint of the steel plate wall, improving the structural bearing capacity of the first limb 120 and the second limb 130, and thus improving the structural bearing capacity of the L-shaped shear wall 100.

[0072] like Figure 4 As shown, in some embodiments, the concrete-filled steel tube member 110 includes a hollow square steel tube 111 and a third concrete section 112, the third concrete section 112 filling the interior of the hollow square steel tube 111. By filling the interior of the hollow square steel tube 111 with the third concrete section 112, the strength performance of the concrete-filled steel tube member 110 under vertical loads is improved.

[0073] It should be noted that most components of the suspended combined structure system in this embodiment (specifically, components such as hollow square steel pipe 111, straight steel plate 140, C-section steel member 150, and roof steel truss 200) can be factory-produced and modularly assembled, making on-site installation simple and quick. During the wet concrete work for the L-shaped shear wall 100, the hollow square steel pipe 111, straight steel plate 140, and C-section steel member 150 can all serve as formwork. Even when pouring concrete on the outside of the straight steel plate 140, the hollow square steel pipe 111 and C-section steel member 150 can still function as supporting components for the formwork, significantly shortening the construction cycle. Furthermore, the tight connections and accurate positioning between the components facilitate quality control during construction, ensuring the quality and reliability of the final L-shaped shear wall 100.

[0074] like Figure 1 as well as Figures 5 to 8 As shown, according to a second aspect of the present invention, a construction method is also provided for constructing the suspended assembly structure system provided in the first aspect of the present invention, wherein the floor slab assembly includes three suspended floor slabs 220 spaced apart in a vertical direction; the construction method includes the following steps:

[0075] S1. Prepare an L-shaped shear wall 100 by welding and splicing a steel-concrete composite member 110 and two straight steel plates 140 according to the design shape, and welding and connecting C-shaped steel members 150 to the ends of the two straight steel plates 140 away from the steel-concrete composite member 110 respectively, and pouring concrete between the C-shaped steel members 150 and the steel-concrete composite member 110 to obtain the first limb 120 and the second limb 130 respectively.

[0076] S2, an L-shaped shear wall 100 is set at each of the four corners of the rectangular outline with a set position on the foundation to obtain the vertical support body;

[0077] S3, a first temporary support frame 300 is set on the foundation, and the hanging floor slab 220 at the bottom is poured using the temporary construction platform formed by the first temporary support frame 300.

[0078] S4, a second temporary support frame 400 is set on the suspended floor slab 220 at the bottom, and the suspended floor slab 220 is poured using the temporary construction platform formed by the second temporary support frame 400; repeat this step until the suspended floor slab 220 at the top is poured.

[0079] S5, the second temporary support frame 400 is set on the suspended floor slab 220 at the top, and the roof steel truss 200 is installed using the temporary construction platform formed by the second temporary support frame 400.

[0080] S6, Install hanging columns 210 between the topmost hanging floor slab 220 and the roof steel truss 200 and between two adjacent hanging floor slabs 220;

[0081] S7, dismantle the second temporary support frame 400 and the first temporary support frame 300 layer by layer.

[0082] The construction method of this embodiment first uses a first temporary support frame 300 and a second temporary support frame 400 to construct each suspended floor slab 220 sequentially from bottom to top. Then, the roof steel truss 200 is installed, and the suspended columns 210 are installed under the premise of providing stable support using the first temporary support frame 300 and the second temporary support frame 400. The entire construction process is convenient to operate and has good operational safety performance. Furthermore, the suspended composite structure system obtained by the construction method of this embodiment divides the vertical support main body into multiple L-shaped shear walls 100 arranged in a rectangular outline at intervals. The roof steel truss 200 is set at the top of the vertical support main body. The roof steel truss 200 is connected to the floor slab components through the suspended columns 210. This makes the load transfer path inside the suspended composite structure system obtained by the construction method of this embodiment clear and definite. That is, the vertical force of the floor slab components is transferred to the roof steel truss 200 through the suspended columns 210, then to the multiple L-shaped shear walls 100 arranged in a rectangular outline at intervals, and finally to the foundation. The overall stability is good and the force transfer efficiency is high. Meanwhile, the two L-shaped outer walls of the steel-concrete composite member 110 of each L-shaped shear wall 100 are respectively connected to the first branch 120 and the second branch 130. The first branch 120 and the first branch 130 are both wrapped with the straight steel plate 140, and the first concrete part 160 is connected between the steel-concrete composite member 110 and the C-section steel member 150. This allows the steel-concrete composite member 110, the straight steel plate 140, the C-section steel member 150, and the first concrete part 160 to achieve the "hoop" reinforcement of concrete strength and the buckling of the steel plate wall composed of the wall of the steel-concrete composite member 110, the side wall of the straight steel plate, and the wall of the C-section steel member 150 through the interaction between steel and concrete. Under the combined action of vertical and seismic forces, the steel-concrete composite member 110 in the L-shaped shear wall 100 mainly bears the vertical force, while the first branch 120 and the second branch 130 mainly bear the lateral force. This fully leverages their respective advantages of strong resistance to axial compression and shear. The steel-concrete composite member 110, the first branch 120, and the second branch 130 also possess the advantage of being adept at handling complex forces under combined compression, bending, and shear forces. Furthermore, the straight steel plate 140 in the first branch 120 and the second branch 130, under the constraint of concrete, can repeatedly yield without buckling during a major earthquake, fully utilizing the energy dissipation capacity of steel. This effectively improves the strength performance of the L-shaped shear wall 100 without significantly increasing its cross-sectional dimensions.

[0083] It should be noted that if the spacing between two adjacent suspended floor slabs 220 and the spacing between the bottom suspended floor slab 220 and the foundation are the same, then the second temporary support frame 400 and the first temporary support frame 300 are temporary support frames with the same structural dimensions.

[0084] It should be noted that the installation of the roof steel truss 200 can be carried out using the existing mature high-level hoisting method and high-level sliding method.

[0085] It is understood that the suspended floor slab 220 at the very top mentioned in this embodiment is based on Figure 1 From the perspective of [the location], counting vertically from top to bottom, the first suspended floor slab 220 is located at the top, and the lowest suspended floor slab 220 is based on [the location]. Figure 1 From the perspective of [the location], the suspended floor slab 220 is located in the first position from bottom to top along the vertical direction.

[0086] like Figure 1 , Figure 9 and Figure 10 As shown, according to a third aspect of the present invention, a construction method is also provided for constructing the suspended assembly structure system provided in the first aspect of the present invention, wherein the floor slab assembly includes three suspended floor slabs 220 spaced apart in a vertical direction; the construction method includes the following steps:

[0087] S1, prepare an L-shaped shear wall 100 by splicing a steel-concrete composite member 110 and two straight steel plates 140 according to the design shape, and connecting C-shaped steel members 150 to the ends of the two straight steel plates 140 away from the steel-concrete composite member 110 respectively, and pouring concrete between the C-shaped steel members 150 and the steel-concrete composite member 110 to obtain the first limb 120 and the second limb 130 respectively;

[0088] S2, an L-shaped shear wall 100 is set at each of the four corners of the rectangular outline with a set position on the foundation to obtain the vertical support body;

[0089] S3, a third temporary support frame 500 is set on the foundation, and the roof steel truss 200 is installed using the temporary construction platform formed by the third temporary support frame 500.

[0090] S4, partially remove the third temporary support frame 500, lower the height of the top of the third temporary support frame 500, use the temporary construction platform formed by the third temporary support frame 500 to pour the suspended floor slab 220 at the top, and install the suspended column 210 between the suspended floor slab 220 at the top and the roof steel truss 200.

[0091] S5, partially remove the third temporary support frame 500, lower the height of the top of the third temporary support frame 500, and use the temporary construction platform formed by the third temporary support frame 500 to pour a suspended floor slab 220 at the second-highest point. Then, install the suspended column 210 between the suspended floor slab 220 at the topmost point and the suspended floor slab 220 at the second-highest point. Repeat this step until the suspended floor slab 220 at the bottommost point is poured, and install the suspended column 210 between the suspended floor slab 220 at the second-lowest point and the suspended floor slab 220 at the bottommost point.

[0092] S6, Remove the remaining portion of the third temporary support frame 500.

[0093] The construction method in this embodiment involves first erecting a relatively high third temporary support frame 500 to support the installation of the roof steel truss 200. Then, a portion of the third temporary support frame 500 is dismantled and used again as support to construct the topmost suspended floor slab 220, and the corresponding suspended columns 210 are installed. This process is repeated, gradually dismantling the third temporary support frame 500 while constructing each suspended floor slab 220 from top to bottom. Each time a suspended floor slab 220 is completed, the corresponding suspended column 210 is installed, allowing the third temporary support frame 500 to be dismantled simultaneously with the construction, eliminating the need for further dismantling. After the construction of the suspended composite structure system is completed, the entire third temporary support frame 500 is dismantled. The entire construction process is convenient and efficient. Furthermore, the suspended composite structure system obtained by the construction method of this embodiment divides the vertical support main body into multiple L-shaped shear walls 100 arranged in a rectangular outline at intervals. The roof steel truss 200 is set at the top of the vertical support main body. The roof steel truss 200 is connected to the floor slab components through the hanging columns 210. This makes the load transfer path inside the suspended composite structure system obtained by the construction method of this embodiment clear and definite. That is, the vertical force of the floor slab components is transferred to the roof steel truss 200 through the hanging columns 210, then to the multiple L-shaped shear walls 100 arranged in a rectangular outline at intervals, and finally to the foundation. The overall stability is good and the force transfer efficiency is high.Meanwhile, the two L-shaped outer walls of the steel-concrete composite member 110 of each L-shaped shear wall 100 are respectively connected to the first branch 120 and the second branch 130. The first branch 120 and the first branch 130 are both wrapped with the straight steel plate 140, and the first concrete part 160 is connected between the steel-concrete composite member 110 and the C-section steel member 150. This allows the steel-concrete composite member 110, the straight steel plate 140, the C-section steel member 150, and the first concrete part 160 to achieve the "hoop" reinforcement of concrete strength and the buckling of the steel plate wall composed of the wall of the steel-concrete composite member 110, the side wall of the straight steel plate, and the wall of the C-section steel member 150 through the interaction between steel and concrete. Under the combined action of vertical and seismic forces, the steel-concrete composite member 110 in the L-shaped shear wall 100 mainly bears the vertical force, while the first branch 120 and the second branch 130 mainly bear the lateral force. This fully leverages their respective advantages of strong resistance to axial compression and shear. The steel-concrete composite member 110, the first branch 120, and the second branch 130 also possess the advantage of being adept at handling complex forces under combined compression, bending, and shear forces. Furthermore, the straight steel plate 140 in the first branch 120 and the second branch 130, under the constraint of concrete, can repeatedly yield without buckling during a major earthquake, fully utilizing the energy dissipation capacity of steel. This effectively improves the strength performance of the L-shaped shear wall 100 without significantly increasing its cross-sectional dimensions.

[0094] It is understood that the suspended floor slab 220 at the very top mentioned in this embodiment is based on Figure 1 From the perspective of [the location], the suspended floor slab 220 located at the first position from top to bottom along the vertical direction, and the suspended floor slab 220 located at the second highest position are based on [the following]. Figure 1 From the perspective of the suspended floor slab 220, which is located in the second position from top to bottom along the vertical direction.

[0095] Obviously, the above embodiments are merely illustrative examples for clear explanation and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations here. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. A construction method, characterized in that, The suspended assembly structure system is applied to the construction process and includes: The vertical support structure includes multiple L-shaped shear walls (100) spaced apart in a rectangular outline. Each L-shaped shear wall (100) includes a steel-concrete composite member (110), a first limb (120), and a second limb (130). The first limb (120) and the second limb (130) are respectively located on two L-shaped outer side walls of the steel-concrete composite member (110). The first limb (120) and the second limb (130) have the same structure. The first limb (120) includes a straight steel plate (140) fixed to the steel-concrete composite member (110). The straight steel plate (140) faces away from the steel-concrete composite member (110). One end of the first segment (120) is provided with a C-shaped steel member (150), and the straight steel plate (140) is wrapped with a first concrete part (160). The two ends of the first concrete part (160) are respectively connected to the steel pipe concrete member (110) and the C-shaped steel member (150); the first segment (120) also includes a reinforcing component, which includes a plurality of steel cages (170). The plurality of steel cages (170) are spaced apart along the length direction of the straight steel plate (140), and a stud (180) connects the steel cage (170) and the straight steel plate (140); the first concrete part (160) wraps the reinforcing component; A roof steel truss (200) is installed at the top of the vertical support body; The floor slab assembly is connected to the underside of the roof steel truss (200) via hanging columns (210); The floor slab assembly includes multiple suspended floor slabs (220) spaced vertically apart; the construction method includes the following steps: S1, prepare an L-shaped shear wall (100), splice a steel tube concrete member (110) and two straight steel plates (140) according to the design shape, and connect a C-shaped section steel member (150) to the end of the two straight steel plates (140) away from the steel tube concrete member (110), and pour concrete between the C-shaped section steel member (150) and the steel tube concrete member (110) to obtain the first limb (120) and the second limb (130) respectively. S2, on the foundation, a corresponding number of L-shaped shear walls (100) are set at rectangular intervals to obtain the vertical support body; S3, a first temporary support frame (300) is set on the foundation, and the hanging floor slab (220) at the bottom is poured using the temporary construction platform formed by the first temporary support frame (300). S4, a second temporary support frame (400) is set on the suspended floor slab (220) at the bottom, and the suspended floor slab (220) is poured using the temporary construction platform formed by the second temporary support frame (400); this step is repeated until the suspended floor slab (220) at the top is poured. S5, the second temporary support frame (400) is set on the suspended floor slab (220) at the top, and the roof steel truss (200) is installed using the temporary construction platform formed by the second temporary support frame (400). S6, install hanging columns (210) between the topmost hanging floor slab (220) and the roof steel truss (200) and between two adjacent hanging floor slabs (220). S7, remove the second temporary support frame (400) and the first temporary support frame (300).

2. A construction method, characterized in that, The suspended assembly structure system is applied to the construction process and includes: The vertical support structure includes multiple L-shaped shear walls (100) spaced apart in a rectangular outline. Each L-shaped shear wall (100) includes a steel-concrete composite member (110), a first limb (120), and a second limb (130). The first limb (120) and the second limb (130) are respectively located on two L-shaped outer side walls of the steel-concrete composite member (110). The first limb (120) and the second limb (130) have the same structure. The first limb (120) includes a straight steel plate (140) fixed to the steel-concrete composite member (110). The straight steel plate (140) faces away from the steel-concrete composite member (110). One end of the first segment (120) is provided with a C-shaped steel member (150), and the straight steel plate (140) is wrapped with a first concrete part (160). The two ends of the first concrete part (160) are respectively connected to the steel pipe concrete member (110) and the C-shaped steel member (150); the first segment (120) also includes a reinforcing component, which includes a plurality of steel cages (170). The plurality of steel cages (170) are spaced apart along the length direction of the straight steel plate (140), and a stud (180) connects the steel cage (170) and the straight steel plate (140); the first concrete part (160) wraps the reinforcing component; A roof steel truss (200) is installed at the top of the vertical support body; The floor slab assembly is connected to the underside of the roof steel truss (200) via hanging columns (210); The floor slab assembly includes multiple suspended floor slabs (220) spaced vertically apart; the construction method includes the following steps: S1, prepare an L-shaped shear wall (100), splice a steel tube concrete member (110) and two straight steel plates (140) according to the design shape, and connect a C-shaped section steel member (150) to the end of the two straight steel plates (140) away from the steel tube concrete member (110), and pour concrete between the C-shaped section steel member (150) and the steel tube concrete member (110) to obtain the first limb (120) and the second limb (130) respectively. S2, on the foundation, a corresponding number of L-shaped shear walls (100) are set at rectangular intervals to obtain the vertical support body; S3, a third temporary support frame (500) is set on the foundation, and the roof steel truss (200) is installed using the temporary construction platform formed by the third temporary support frame (500). S4, remove part of the third temporary support frame (500), lower the height of the top of the third temporary support frame (500), and pour the suspended floor slab (220) at the top using the temporary construction platform formed by the third temporary support frame (500). Then, install the suspended column (210) between the suspended floor slab (220) at the top and the roof steel truss (200). S5, partially remove the third temporary support frame (500), lower the height of the top of the third temporary support frame (500), and use the temporary construction platform formed by the third temporary support frame (500) to pour a suspended floor slab (220) at the second highest point. Then, install the suspended column (210) between the suspended floor slab (220) at the highest point and the suspended floor slab (220) at the second highest point. Repeat this step until the suspended floor slab (220) at the lowest point is poured, and install the suspended column (210) between the suspended floor slab (220) at the second lowest point and the suspended floor slab (220) at the lowest point. S6, Remove the remaining portion of the third temporary support frame (500).

3. A construction method according to claim 1 or 2, characterized in that, Two reinforcing components are provided, and the two reinforcing components are symmetrically arranged on both sides of the straight steel plate (140) along the thickness direction of the straight steel plate (140).

4. A construction method according to claim 1 or 2, characterized in that, The floor assembly includes a plurality of suspended floor slabs (220) spaced apart in a vertical direction, and adjacent suspended floor slabs (220) are connected by the suspended columns (210).

5. The construction method according to claim 4, characterized in that, The suspended floor slab (220) includes a steel reinforcement foundation and a second concrete section, wherein the steel reinforcement foundation is disposed within the second concrete section.

6. A construction method according to claim 1 or 2, characterized in that, Four L-shaped shear walls (100) are provided. The projection of any one L-shaped shear wall (100) along the first direction overlaps with the adjacent L-shaped shear wall (100), and the projection of any one L-shaped shear wall (100) along the second direction overlaps with the adjacent L-shaped shear wall (100). The first direction and the second direction are perpendicular to each other and located on the same horizontal plane.

7. A construction method according to claim 1 or 2, characterized in that, The end of the straight steel plate (140) facing away from the steel-concrete composite member (110) is connected to the center of the C-section steel member (150).

8. A construction method according to claim 1 or 2, characterized in that, The steel-concrete composite member (110) includes a hollow square steel tube (111) and a third concrete section (112), the third concrete section (112) being filled inside the hollow square steel tube (111).

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