Hanging combined structure system and construction method

Abstract

The invention discloses a hanging combined structure system and a construction method.The hanging combined structure system comprises a vertical supporting body, the vertical supporting body comprises a plurality of L-shaped shear walls which are arranged at intervals in a rectangular outline mode, and each L-shaped shear wall comprises a steel pipe concrete member; a first branch and a second branch are respectively arranged on two L-shaped outer side walls of the concrete filled steel tube member; the first branch and the second branch are the same in structure, the first branch comprises a linear steel plate fixed to the concrete-filled steel tube member, a C-shaped section steel member is arranged at the end, away from the concrete-filled steel tube member, of the linear steel plate, and the linear steel plate is wrapped with a first concrete part; the two ends of the first concrete part are connected to the steel pipe concrete member and the C-shaped section steel member correspondingly. A roof steel truss is arranged at the top end of the vertical supporting body, and the lower portion of the roof steel truss is connected with a floor assembly through hanging columns. The invention has the advantages of graceful structural form, clear force transmission path, excellent bearing performance and strong shock resistance.

Description

Technical Field

[0001] The invention relates to the technical field of structural engineering, and in particular to a hanging combined structural system and a construction method. Background Art

[0002] With the rapid development of China's economy, the society's requirements for building quality, functionality and aesthetic value are constantly increasing. Especially in the field of public building design, the public's expectations are not limited to the beauty of the appearance and the comfort of the internal environment, but also extend to the rationality of the spatial layout, the smoothness of the flow of people and goods, and the low-carbon and environmental protection during the construction and operation process. In this context, a new type of self-balancing structural system, the cantilever-suspension structural system, has begun to be widely used in structural engineering. This system replaces the dense supporting columns originally used to support large-span horizontal components (such as floor slabs) of the second floor and above with hanging columns, and uses the top horizontal components to transfer the weight of the multi-story floor to the main vertical structure, thus realizing a more open and unobstructed shared space, significantly improving the utilization rate of the building space, and optimizing the passage conditions of people and logistics.

[0003] After the cantilever-suspension structure system cancels the vertical supporting structure of the first floor, higher requirements are put forward for the strength performance of the main vertical structure; the main vertical structure of most existing cantilever-suspension structure systems adopts a traditional rectangular cross-section or circular cross-section structure, and higher strength performance is usually obtained by increasing the cross-sectional size of the main vertical structure. However, the above method is prone to excessive use and waste of materials and the strength performance improvement is not obvious. Summary of the invention

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

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

[0006] The vertical support body includes a plurality of L-shaped shear walls arranged at intervals in a rectangular profile, wherein the L-shaped shear wall includes a steel tube concrete member, a first branch and a second branch, wherein the first branch and the second branch are respectively arranged on two outer walls of the steel tube concrete member arranged in an L shape; the first branch and the second branch have the same structure, wherein the first branch includes a straight-line steel plate fixed to the steel tube concrete member, a C-shaped cross-section steel member is arranged at one end of the straight-line steel plate away from the steel tube concrete member, a first concrete portion is wrapped outside the straight-line steel plate, and two ends of the first concrete portion are respectively connected to the steel tube concrete member and the C-shaped cross-section steel member;

[0007] A roof steel truss, which is arranged at the top end of the vertical support main body;

[0008] A floor slab assembly, which is connected below the roof steel truss through hanging columns.

[0009] A hanging combined structure system according to the present invention has at least the following technical effects:

[0010] By splitting the vertical support main body into a plurality of L-shaped shear walls arranged at intervals with a rectangular outline, the roof steel truss is arranged at the top end of the vertical support main body, and the roof steel truss is connected to the floor slab assembly through hanging columns, so that the load transfer path inside the hanging combined structure system is clear and definite, that is, the vertical action of the floor slab assembly is transmitted to the roof steel truss through the hanging columns, and then transmitted to a plurality of L-shaped shear walls arranged at intervals with a rectangular outline, and finally transmitted to the foundation. The overall stability is good and the force transmission efficiency is high. At the same time, on the two outer side walls of the concrete-filled steel tube member of each L-shaped shear wall, which are arranged in an L shape, a first branch and a second branch are respectively connected. The first concrete part is wrapped outside the one-shaped steel plates of the first branch and the second branch, 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-shaped steel plate, the C-shaped cross-section steel member and the first concrete part all utilize the interaction between steel and concrete to realize the "confining 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 one-shaped steel plate and the surrounding wall of the C-shaped cross-section steel member. When the vertical action and the seismic action act together, 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, giving full play to 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 complex stress advantage of being good at the combined action of compression, bending and shear; in addition, the one-shaped steel plates in the first branch and the second branch can yield repeatedly without buckling in the "major earthquake" under the constraint of concrete, giving full play to the energy dissipation capacity of the 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 strengthening assembly, the strengthening assembly includes a plurality of steel cages, the plurality of steel cages are arranged at intervals along the length direction of the one-shaped steel plate, and stud bolts are connected between the steel cages and the one-shaped steel plate; the first concrete part wraps the strengthening assembly.

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

[0013] In an optional embodiment, the floor assembly includes a plurality of suspended floors spaced apart in a vertical direction, and two adjacent suspended floors are connected via the hanging columns.

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

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

[0016] In an optional embodiment, one end of the I-shaped steel plate facing away from the steel tube concrete member is connected to the center of the C-section steel member.

[0017] In an optional embodiment, the steel tube concrete component includes 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 invention further provides a construction method, which is applied to construct the suspended composite structural 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 steel tube concrete component and two I-shaped steel plates according to a designed shape, and connecting C-shaped cross-section steel components at one end of the two I-shaped steel plates away from the steel tube concrete component, and pouring concrete between the C-shaped cross-section steel component and the steel tube concrete component to respectively obtain a first limb and a second limb;

[0020] S2, arranging a corresponding number of L-shaped shear walls at intervals according to a rectangular outline on the foundation to obtain a vertical support body;

[0021] S3, setting a first temporary support frame on the foundation, and casting a suspended floor slab at the bottom with the help of a temporary construction platform formed by the first temporary support frame;

[0022] S4, setting a second temporary support frame on the hanging floor slab at the bottom, and casting the hanging floor slab with the help of a temporary construction platform formed by the second temporary support frame; repeating this step until the hanging floor slab at the top is cast;

[0023] S5. Install the second temporary support falsework on the topmost suspended floor slab, and install the roof steel truss by means of the temporary construction platform formed by the second temporary support falsework.

[0024] S6. Install the suspension columns between the topmost suspended floor slab and the roof steel truss and between two adjacent suspended floor slabs.

[0025] S7. Demolish the second temporary support falsework and the first temporary support falsework.

[0026] A construction method according to the present invention has at least the following technical effects:

[0027] This construction method first uses the first temporary support falsework and the second temporary support falsework to successively complete the construction of each suspended floor slab from bottom to top. Subsequently, the roof steel truss is installed, and the suspension columns are installed on the premise of using the first temporary support falsework and the second temporary support falsework to provide stable support. The entire construction process is convenient to operate and has good operation safety performance. Moreover, the suspended composite structure system obtained by this construction method splits the vertical support main body into a plurality of L-shaped shear walls arranged at intervals in a rectangular outline. The roof steel truss is arranged at the top of the vertical support main body. The roof steel truss is connected to the floor slab assembly through suspension columns, so that the load transfer path inside the suspended composite structure system obtained by this construction method is clear and definite, that is, the vertical action of the floor slab assembly is transmitted to the roof steel truss through the suspension columns, and then transmitted to a plurality of L-shaped shear walls arranged at intervals in a rectangular outline, and finally transmitted to the foundation. The overall stability is good and the force transfer efficiency is high. At the same time, on the two outer side walls of the concrete-filled steel tube member of each L-shaped shear wall, which are arranged in an L shape, a first branch and a second branch are respectively connected. The outer sides of the first branch and the second branch of the straight steel plate are both wrapped with a 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 straight steel plate, the C-shaped cross-section steel member and the first concrete part all utilize the interaction between steel and concrete to realize the "confining 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 straight steel plate and the surrounding wall of the C-shaped cross-section steel member. When the vertical action and the seismic action act together, 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, giving full play to 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 complex stress advantage of being good at combined compression, bending and shear. In addition, the straight steel plates in the first branch and the second branch can repeatedly yield without buckling in a "major earthquake" under the restraint of concrete, giving full play to 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 invention also provides a construction method, which is applied to construct the hanging composite structure system provided in the first aspect above. The floor slab assembly includes a plurality of hanging floor slabs spaced apart in the vertical direction. The construction method includes the following steps:

[0029] S1. Prepare an L-shaped shear wall. Splice the concrete-filled steel tube member and two straight steel plates according to the designed shape, and respectively connect C-shaped section steel members to the ends of the two straight steel plates facing away from the concrete-filled steel tube member. Then pour concrete between the C-shaped section steel member and the concrete-filled steel tube member to respectively obtain the first branch and the second branch.

[0030] S2. Set the corresponding number of the L-shaped shear walls at intervals according to a rectangular outline on the foundation to obtain a vertical support main body.

[0031] S3. Set a third temporary support bracket on the foundation, and install the roof steel truss by means of the temporary construction platform formed by the third temporary support bracket.

[0032] S4. Demolish part of the third temporary support bracket, lower the height position of the top end of the third temporary support bracket, pour the topmost hanging floor slab by means of the temporary construction platform formed by the third temporary support bracket, and install a hanging column between the topmost hanging floor slab and the roof steel truss.

[0033] S5. Demolish part of the third temporary support bracket, lower the height position of the top end of the third temporary support bracket, pour the second topmost hanging floor slab by means of the temporary construction platform formed by the third temporary support bracket, and install the hanging column between the topmost hanging floor slab and the second topmost hanging floor slab. Repeat this step until the bottommost hanging floor slab is poured, and install the hanging column between the second bottommost hanging floor slab and the bottommost hanging floor slab.

[0034] S6. Demolish the remaining part of the third temporary support bracket.

[0035] According to a construction method of the present invention, it has at least the following technical effects:

[0036] This construction method first builds a relatively high third temporary support falsework as a support for installing the roof steel truss. Subsequently, part of the third temporary support falsework is removed and then used as a support for constructing the suspended floor at the topmost position, and the corresponding suspended columns are installed. Then, part of the third temporary support falsework is removed again and used as a support for constructing the suspended floor at the second topmost position, and the corresponding suspended columns are installed. The above actions are repeated in sequence to achieve the completion of the construction of each suspended floor from top to bottom while gradually removing part of the third temporary support falsework, and a corresponding suspended column is installed for each completed suspended floor, so that the entire third temporary support falsework is gradually removed while the construction is completed. There is no need to remove the entire third temporary support falsework after the construction of the suspended composite structure system is completed. The entire construction process is convenient to operate and has higher construction efficiency. Moreover, the suspended composite structure system obtained by this construction method splits the vertical support main body into multiple L-shaped shear walls arranged at intervals with a rectangular outline. The roof steel truss is arranged at the top of the vertical support main body. The roof steel truss is connected to the floor slab assembly through suspended columns, making the load transfer path inside the suspended composite structure system obtained by this construction method clear and definite, that is, the vertical action of the floor slab assembly is transmitted to the roof steel truss through the suspended columns, and then transmitted to multiple L-shaped shear walls arranged at intervals with a rectangular outline, and finally transmitted to the foundation. The overall stability is good and the force transfer efficiency is high. At the same time, the two outer side walls of the concrete-filled steel tube member of each L-shaped shear wall are respectively connected with a first branch and a second branch. The first branch and the second branch are both wrapped with a first concrete part outside the I-shaped steel plate, and the first concrete part is connected between the concrete-filled steel tube member and the C-shaped section steel member, so that the concrete-filled steel tube member, the I-shaped steel plate, the C-shaped section steel member, and the first concrete part all utilize the interaction between steel and concrete to achieve the "confining hoop" enhancement of the concrete strength and the buckling restraint of the steel plate wall composed of the enclosure wall of the concrete-filled steel tube member, the side wall of the I-shaped steel plate, and the enclosure wall of the C-shaped section steel member. When the vertical action and the seismic action act together, 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, giving full play to 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 complex stress advantage of being good at the combined action of compression, bending, and shear. In addition, the I-shaped steel plate in the first branch and the second branch can repeatedly yield but not buckle in the "major earthquake" under the constraint of concrete, giving full play to the energy dissipation capacity of the 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. Description of the Drawings

[0037] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following will briefly introduce the drawings required for the description of the specific embodiments or the prior art. Obviously, the drawings in the following description are some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0038] Figure 1 Structural schematic diagram of a hanging composite structure system for this embodiment;

[0039] Figure 2 For Figure 1 Sectional structure schematic diagram at A-A in

[0040] Figure 3 For Figure 1 Sectional structure schematic diagram at B-B in

[0041] Figure 4 Structural schematic diagram of the L-shaped shear wall in a hanging composite structure system for this embodiment;

[0042] Figure 5 Structural schematic diagram of completing step S2 of a construction method for the first embodiment of the present invention;

[0043] Figure 6 Structural schematic diagram of completing step S3 of a construction method for the first embodiment of the present invention;

[0044] Figure 7 Structural schematic diagram of completing step S5 of a construction method for the first embodiment of the present invention;

[0045] Figure 8 Structural schematic diagram of completing step S6 of a construction method for the first embodiment of the present invention;

[0046] Figure 9 Structural schematic diagram of completing step S3 of a construction method for the second embodiment of the present invention;

[0047] Figure 10 Structural schematic diagram of completing step S4 of a construction method for the second embodiment of the present invention.

[0048] Explanation of reference numerals:

[0049] 100-type shear wall, 110 - concrete-filled steel tube member, 111 - hollow square steel tube, 112 - third concrete part, 120 - first branch, 130 - second branch, 140 - I-shaped steel plate, 150-type cross-section steel member, 160 - first concrete part, 170 - steel reinforcement cage, 180 - stud;

[0050] 200 - Roof steel truss, 210 - Suspended column, 220 - Suspended floor slab;

[0051] 300 - First temporary support bracket, 400 - Second temporary support bracket, 500 - Third temporary support bracket. Detailed implementation manners

[0052] To make the objectives, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are some but not all of the embodiments of the present invention. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts shall fall within the protection scope of the present invention.

[0053] In the description of this embodiment, it should be noted that the orientation or positional relationship indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings. It is only for the convenience of describing this embodiment and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus cannot be construed as a limitation on this embodiment. In addition, the terms "first", "second", and "third" are only used for descriptive purposes and cannot be construed as indicating or implying relative importance.

[0054] In the description of this embodiment, it should be noted that unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium, and it can be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in this embodiment can be understood according to specific circumstances.

[0055] The following combines Figures 1 to 10 , to describe the embodiments of the present invention.

[0056] According to a first aspect of an embodiment of the present invention, a suspended composite structural system is provided, including a vertical support body, wherein the vertical support body includes a plurality of L-shaped shear walls 100 arranged at intervals in a rectangular profile, wherein the L-shaped shear wall 100 includes a steel tube concrete component 110, a first limb 120 and a second limb 130, wherein the first limb 120 and the second limb 130 are respectively arranged on two L-shaped outer walls of the steel tube concrete component 110; the first limb 120 and the second limb 130 have the same structure, wherein the first limb 120 and the second limb 130 are arranged on the outer walls of the steel tube concrete component 110; 0 comprises a straight steel plate 140 fixed to the steel tube concrete member 110, a C-shaped section steel member 150 is arranged at one end of the straight steel plate 140 away from the steel tube concrete member 110, a first concrete part 160 is wrapped outside the straight steel plate 140, and two ends of the first concrete part 160 are respectively connected to the steel tube concrete member 110 and the C-shaped section steel member 150; a roof steel truss 200 is arranged at the top of the vertical support body, and a floor assembly is connected to the bottom of the roof steel truss 200 through a hanging column 210.

[0057] In the hanging composite structure system of this embodiment, the vertical support main body is split into a plurality of L-shaped shear walls 100 arranged at intervals with a rectangular outline. The roof steel truss 200 is arranged at the top of the vertical support main body. The roof steel truss 200 is connected to the floor slab assembly through hanging columns 210, so that the load transfer path inside the hanging composite structure system of this embodiment is clear and definite, that is, the vertical action of the floor slab assembly is transmitted to the roof steel truss 200 through the hanging columns 210, and then transmitted to a plurality of L-shaped shear walls 100 arranged at intervals with a rectangular outline, and finally transmitted to the foundation. The overall stability is good and the force transmission efficiency is high. At the same time, the two outer side walls of the concrete-filled steel tube member 110 of each L-shaped shear wall 100 are respectively connected with a first branch 120 and a second branch 130. The first concrete part 160 is wrapped outside the straight steel plate 140 of the first branch 120 and the second branch 130, and the first concrete part 160 is connected between the concrete-filled steel tube member 110 and the C-shaped steel section member 150, so that the concrete-filled steel tube member 110, the straight steel plate 140, the C-shaped steel section member 150 and the first concrete part 160 all utilize the interaction between steel and concrete to realize the "confining 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 110, the side wall of the straight steel plate and the surrounding wall of the C-shaped steel section member 150. When the vertical action and the seismic action act together, the concrete-filled steel tube member 110 in the L-shaped shear wall 100 mainly bears the vertical action, and the first branch 120 and the second branch 130 mainly bear the lateral action, giving full play to the advantages of strong axial compression resistance and strong shear resistance respectively. The concrete-filled steel tube member 110, the first branch 120 and the second branch 130 also have the complex stress advantage of being good at the combined action of compression, bending and shear, and the bearing performance is excellent; in addition, the straight steel plate 140 in the first branch 120 and the second branch 130 can yield repeatedly without buckling in the "major earthquake" under the restraint of concrete, giving full play to the energy dissipation capacity of steel, and the seismic resistance is strong, realizing the effective improvement of the strength performance of the L-shaped shear wall 100 without significantly increasing the cross-sectional size of the L-shaped shear wall 100.

[0058] It should be noted that in this embodiment, by optimizing the structural form and material configuration, especially the L-shaped shear wall 100 makes full use of the performance of each material, significantly improving the bearing efficiency and material utilization rate of the structure system, thus transforming the concept of the cantilever-hanging structure into practice, and providing strong technical support for achieving a more visually impactful building effect and a more fluent space organization.

[0059] It should be noted that the hanging combined structure system in this embodiment clarifies the force transmission path. Below the roof steel truss 200, the floor slab assembly is connected through the hanging columns 210, so that the floor slab assembly is "suspended", achieving a visually harmonious and unified building appearance, enhancing the aesthetic value of the building while meeting the mechanical performance requirements. Especially on the first floor of the building, the building space is open and unobstructed, presenting a "floating" effect, providing new possibilities for modern architectural design.

[0060] In specific applications, the roof steel truss 200 is a three-dimensional grid structure formed by connecting a large number of one-dimensional steel structure members (commonly circular, I-shaped, and angle steel columns), and has strong flexural bearing capacity.

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

[0062] It can be understood that the first direction, the second direction, and the vertical direction mentioned in the text are perpendicular to each other in pairs. The first direction and the second direction are located in the same horizontal plane. For the convenience of description, Figure 1 and Figure 2 the first direction, the second direction, and the vertical direction in

[0063] As Figure 4 shown, in some embodiments, the first branch 120 further includes a strengthening component. The strengthening component includes a plurality of steel cages 170. The plurality of steel cages 170 are arranged at intervals along the length direction of the I-shaped steel plate 140. A stud 180 is connected between the steel cage 170 and the I-shaped steel plate 140; the first concrete part 160 wraps the strengthening component. By further constraining the first concrete part 160 through the steel cage 170, it is more conducive to realizing the "confining hoop" enhancement of concrete strength and the buckling restraint of the steel plate wall, improving the structural bearing capacity of the first branch 120 and the second branch 130, thereby improving the structural bearing capacity of the L-shaped shear wall 100. At the same time, the steel cage 170 and the I-shaped steel plate 140 are fixedly connected into one body through the stud 180, which is beneficial to preventing the steel cage 170 from separating from the I-shaped steel plate 140 during the process of pouring concrete to obtain the first concrete part 160 of the L-shaped shear wall 100, and ensuring the structural strength of the obtained L-shaped shear wall 100.

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

[0065] In order to further enhance the constraint effect of the steel cage 170 on the first concrete part 160, specifically, two strengthening components are provided, and the two strengthening components are symmetrically arranged on both sides of the I-shaped steel plate 140 along the thickness direction of the I-shaped steel plate 140.

[0066] AsFigure 1 As shown, in some embodiments, the floor slab assembly includes a plurality of hanging floor slabs 220 spaced apart in the vertical direction. Preferably, there are three hanging floor slabs 220 here, and adjacent two of the hanging floor slabs 220 are connected by the hanging columns 210; the three hanging floor slabs 220 are combined into an integral "suspended" unit through the hanging columns 210, and the vertical action of this integral unit is transmitted to the roof steel truss 200 through the hanging columns 210, and then transmitted to a plurality of L-shaped shear walls 100 spaced apart in a rectangular outline, and finally transmitted to the foundation. The overall stability is good and the force transmission efficiency is high; at the same time, the dense support columns on the first floor of the building are cancelled, making the building space open and unobstructed, presenting a "floating" effect, providing new possibilities for modern building design.

[0067] In specific applications, the number of the hanging floor slabs 220 is reasonably increased or decreased according to the height of the building (i.e., the height of the vertical support main body). For example, in other embodiments, there are two, four, five or other numbers of the hanging floor slabs 220.

[0068] Specifically, the hanging floor slab 220 includes a steel bar foundation and a second concrete part. The steel bar foundation is arranged in the second concrete part, and the steel bar foundation restricts the second concrete part, which is more conducive to realizing the "confining hoop" enhancement of the strength of the second concrete part and improving the structural bearing performance of the hanging floor slab 220.

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

[0070] As Figure 2 and Figure 3 shown, in some embodiments, there are four L-shaped shear walls 100. The projection of any one of the L-shaped shear walls 100 along the first direction overlaps with the adjacent L-shaped shear wall 100, and the projection of any one of the L-shaped shear walls 100 along the second direction overlaps with the adjacent L-shaped shear wall 100. The vertical action of the floor slab assembly is transmitted to the roof steel truss 200 through the hanging columns 210, and then transmitted to the four L-shaped shear walls 100 at the four corner points of the rectangular outline. The loads borne by the four L-shaped shear walls 100 are 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-symmetric about the second direction; the two L-shaped shear walls 100 whose projections along the second direction overlap are mirror-symmetric about the first direction.

[0071] As Figure 4As shown, in some embodiments, one end of the I-shaped 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; it is more conducive to constraining the first concrete part 160, thereby being more conducive to achieving the "hoop" enhancement of the concrete strength and the buckling constraint of the steel plate wall, improving the structural bearing performance of the first branch 120 and the second branch 130, and further improving the structural bearing performance of the L-shaped shear wall 100.

[0072] like Figure 4 As shown, in some embodiments, the steel tube concrete component 110 includes a hollow square steel tube 111 and a third concrete part 112, and the third concrete part 112 is filled inside the hollow square steel tube 111. By filling the inside of the hollow square steel tube 111 with the third concrete part 112, the strength performance of the steel tube concrete component 110 in bearing vertical action is improved.

[0073] It should be noted that most of the components of the hanging composite structure system of this embodiment (such as the components of the hollow square steel pipe 111, the straight steel plate 140, the C-section steel member 150, and the roof steel truss 200) can be factory-produced and modularly assembled, and the on-site installation is simple and fast; when preparing the L-shaped shear wall 100 for wet concrete work, the hollow square steel pipe 111, the straight steel plate 140 and the C-section steel member 150 can also serve as templates, and even when the concrete is poured outside the straight steel plate 140, the hollow square steel pipe 111 and the C-section steel member 150 can also serve as supporting members of the template, which greatly shortens the construction period. At the same time, since the components are tightly connected and accurately positioned, it is convenient for quality control during the construction process, 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 the second aspect of the embodiment of the present invention, a construction method is also provided, which is applied to construct the suspended composite structure system provided by the first aspect of the embodiment of the present invention, wherein the floor assembly comprises three suspended floors 220 spaced apart in the vertical direction; the construction method comprises the following steps:

[0075] S1, prepare an L-shaped shear wall 100, weld and splice a steel tube concrete component 110 and two straight steel plates 140 according to the designed shape, and respectively weld and connect a C-shaped cross-section steel component 150 at one end of the two straight steel plates 140 away from the steel tube concrete component 110, and pour concrete between the C-shaped cross-section steel component 150 and the steel tube concrete component 110 to respectively obtain a first branch 120 and a second branch 130;

[0076] S2. At the four corners of the rectangular contour set at a position on the foundation, respectively set one of the L-shaped shear walls 100 to obtain a vertical support body;

[0077] S3. Set a first temporary support scaffold 300 on the foundation, and pour the bottommost suspended floor 220 by means of the temporary construction platform formed by the first temporary support scaffold 300;

[0078] S4. Set a second temporary support scaffold 400 on the bottommost suspended floor 220, and pour the suspended floor 220 by means of the temporary construction platform formed by the second temporary support scaffold 400; Repeat this step until the topmost suspended floor 220 is poured;

[0079] S5. Set the second temporary support scaffold 400 on the topmost suspended floor 220, and install the roof steel truss 200 by means of the temporary construction platform formed by the second temporary support scaffold 400;

[0080] S6. Install the suspended columns 210 between the topmost suspended floor 220 and the roof steel truss 200 and between two adjacent suspended floors 220;

[0081] S7. Remove the second temporary support scaffold 400 and the first temporary support scaffold 300 layer by layer.

[0082] The construction method of this embodiment first uses the first temporary support scaffold 300 and the second temporary support scaffold 400 to successively construct each suspended floor slab 220 from bottom to top. Subsequently, the roof steel truss 200 is installed, and the suspended column 210 is installed on the premise of using the first temporary support scaffold 300 and the second temporary support scaffold 400 to provide stable support. The entire construction process is convenient to operate and has good operation safety performance. Moreover, the suspended combined structure system obtained by the construction method of this embodiment splits the vertical support main body into multiple L-shaped shear walls 100 arranged at intervals in a rectangular outline. The roof steel truss 200 is arranged at the top of the vertical support main body. The roof steel truss 200 is connected to the floor slab assembly through the suspended column 210, so that the load transfer path inside the suspended combined structure system obtained by the construction method of this embodiment is clear and definite, that is, the vertical action of the floor slab assembly is transmitted to the roof steel truss 200 through the suspended column 210, and then transmitted to multiple L-shaped shear walls 100 arranged at intervals in a rectangular outline, and finally transmitted to the foundation. The overall stability is good and the force transfer efficiency is high. At the same time, first branch members 120 and second branch members 130 are respectively connected to two outer side walls of the concrete-filled steel tube member 110 of each L-shaped shear wall 100, which are arranged in an L shape. The first concrete part 160 is wrapped outside the straight steel plates 140 of the first branch members 120 and the second branch members 130, and the first concrete part 160 is connected between the concrete-filled steel tube member 110 and the C-shaped cross-section steel member 150, so that the concrete-filled steel tube member 110, the straight steel plates 140, the C-shaped cross-section steel member 150 and the first concrete part 160 all rely on the interaction between steel and concrete to realize 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 110, the side wall of the straight steel plate and the surrounding wall of the C-shaped cross-section steel member 150. When the vertical action and the seismic action act together, the concrete-filled steel tube member 110 in the L-shaped shear wall 100 mainly bears the vertical action, and the first branch members 120 and the second branch members 130 mainly bear the lateral action, giving full play to their respective advantages of strong axial compression resistance and strong shear resistance. The concrete-filled steel tube member 110, the first branch members 120 and the second branch members 130 also have the complex stress advantage of being good at the combined action of compression, bending and shear. In addition, the straight steel plates 140 in the first branch members 120 and the second branch members 130 can yield repeatedly without buckling in the "major earthquake" under the constraint of concrete, giving full play to the energy dissipation capacity of the steel, and effectively improving the strength performance of the L-shaped shear wall 100 without significantly increasing the cross-sectional size of the L-shaped shear wall 100.

[0083] It should be noted that if the distance between two adjacent suspended floor slabs 220 is the same as the distance between the lowermost suspended floor slab 220 and the foundation, the second temporary support scaffold 400 and the first temporary support scaffold 300 are temporary support scaffolds with the same structural dimensions.

[0084] It should be noted that the installation and construction of the roof steel truss 200 can adopt the existing mature high-position hoisting method or high-position sliding method.

[0085] It can be understood that the hanging floor slab 220 at the topmost position mentioned in this embodiment is the hanging floor slab 220 at the first position counted from top to bottom along the vertical direction based on Figure 1 a certain perspective, and the hanging floor slab 220 at the bottommost position is the hanging floor slab 220 at the first position counted from bottom to top along the vertical direction based on Figure 1 a certain perspective.

[0086] As Figure 1 、 Figure 9 and Figure 10 shown, according to the third aspect of the embodiment of the present invention, a construction method is further provided, which is applied to constructing the hanging composite structure system provided in the first aspect of the embodiment of the present invention. The floor slab assembly includes three hanging floor slabs 220 spaced apart along the vertical direction. The construction method includes the following steps:

[0087] S1. Prepare the L-shaped shear wall 100, splice the concrete-filled steel tube member 110 and two straight steel plates 140 according to the designed shape, and respectively connect the C-shaped section steel members 150 to the ends of the two straight steel plates 140 facing away from the concrete-filled steel tube member 110, and pour concrete between the C-shaped section steel member 150 and the concrete-filled steel tube member 110 to respectively obtain the first branch 120 and the second branch 130.

[0088] S2. Respectively set one of the L-shaped shear walls 100 at the four corners of the rectangular contour at the set position on the foundation to obtain the vertical support main body.

[0089] S3. Set the third temporary support bracket 500 on the foundation, and install the roof steel truss 200 by means of the temporary construction platform formed by the third temporary support bracket 500.

[0090] S4. Remove part of the third temporary support bracket 500, lower the height position of the top end of the third temporary support bracket 500, pour the hanging floor slab 220 at the topmost position by means of the temporary construction platform formed by the third temporary support bracket 500, and install the hanging column 210 between the hanging floor slab 220 at the topmost position and the roof steel truss 200.

[0091] S5. Demolish part of the third temporary support scaffold 500, lower the height position of the top end of the third temporary support scaffold 500, pour the suspended floor slab 220 at the sub-top end by means of the temporary construction platform formed by the third temporary support scaffold 500, and install the suspended column 210 between the suspended floor slab 220 at the topmost end and the suspended floor slab 220 at the sub-top end; repeat this step until the suspended floor slab 220 at the bottommost end is poured, and install the suspended column 210 between the suspended floor slab 220 at the sub-bottom end and the suspended floor slab 220 at the bottommost end;

[0092] S6. Demolish the remaining part of the third temporary support scaffold 500.

[0093] The construction method of this embodiment uses the following steps: first, a relatively high third temporary support scaffold 500 is erected as a support for installing the roof steel truss 200. Subsequently, a part of the third temporary support scaffold 500 is removed and then used as a support for constructing the suspended floor 220 at the topmost position, and the corresponding suspended column 210 is installed. Then, a part of the third temporary support scaffold 500 is removed again and used as a support for constructing the suspended floor 220 at the second topmost position, and the corresponding suspended column 210 is installed. The above actions are repeated in sequence to gradually complete the construction of each suspended floor 220 from top to bottom while gradually removing a part of the third temporary support scaffold 500. And for each completed suspended floor 220, the corresponding suspended column 210 is installed, so that the entire third temporary support scaffold 500 is gradually removed while the construction is completed. There is no need to remove the entire third temporary support scaffold 500 after the construction of the suspended composite structure system is completed. The entire construction process is convenient to operate and has higher construction efficiency. Moreover, the suspended composite structure system obtained by the construction method of this embodiment splits the vertical support main body into a plurality of L-shaped shear walls 100 arranged at intervals with a rectangular outline. The roof steel truss 200 is arranged at the top of the vertical support main body. The roof steel truss 200 is connected to the floor assembly through the suspended column 210, so that the load transfer path inside the suspended composite structure system obtained by the construction method of this embodiment is clear and definite, that is, the vertical action of the floor assembly is transmitted to the roof steel truss 200 through the suspended column 210, and then transmitted to a plurality of L-shaped shear walls 100 arranged at intervals with a rectangular outline, and finally transmitted to the foundation. The overall stability is good and the force transmission efficiency is high.Meanwhile, on each of the two outer walls of the concrete-filled steel tube member 110 of the L-shaped shear wall 100 arranged in an L shape, a first branch 120 and a second branch 130 are respectively connected. The first concrete part 160 is wrapped outside the straight steel plates 140 of the first branch 120 and the second branch 130, and the first concrete part 160 is connected between the concrete-filled steel tube member 110 and the C-shaped steel section member 150. Thus, through the interaction between steel and concrete among the concrete-filled steel tube member 110, the straight steel plates 140, the C-shaped steel section member 150, and the first concrete part 160, 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 110, the side wall of the straight steel plate, and the surrounding wall of the C-shaped steel section member 150 are realized. When the vertical action and the seismic action act together, the concrete-filled steel tube member 110 in the L-shaped shear wall 100 mainly bears the vertical action, and the first branch 120 and the second branch 130 mainly bear the lateral action, giving full play to their respective advantages of strong axial compression resistance and strong shear resistance. The concrete-filled steel tube member 110, the first branch 120, and the second branch 130 also have the complex stress advantage of being good at the combined action of compression, bending, and shear. In addition, under the constraint of concrete, the straight steel plates 140 in the first branch 120 and the second branch 130 can yield repeatedly without buckling in a "major earthquake", giving full play to the energy dissipation capacity of the steel, and effectively improving the strength performance of the L-shaped shear wall 100 without significantly increasing the cross-sectional size of the L-shaped shear wall 100.

[0094] It can be understood that the hanging floor slab 220 mentioned in this embodiment at the topmost position is the hanging floor slab 220 at the first position from top to bottom in the vertical direction based on Figure 1 a certain perspective, and the hanging floor slab 220 at the second topmost position is the hanging floor slab 220 at the second position from top to bottom in the vertical direction based on Figure 1 a certain perspective.

[0095] Obviously, the above-mentioned embodiments are only examples given for clear illustration and are not limitations on the implementation manners. For those of ordinary skill in the art, other different forms of changes or modifications can be made based on the above description. It is not necessary and impossible to list all the implementation manners here. And the obvious changes or modifications derived therefrom are still within the protection scope of the present invention.

Claims

1. A hanging combined structure system, characterized in that, include: A vertical support body comprises a plurality of L-shaped shear walls (100) arranged at intervals in a rectangular profile, wherein the L-shaped shear wall (100) comprises a steel tube concrete component (110), a first branch (120) and a second branch (130), wherein the first branch (120) and the second branch (130) are respectively arranged on two outer walls of the steel tube concrete component (110) arranged in an L shape; the first branch (120) and the second branch (130) have the same structure, and the The first branch (120) comprises a straight steel plate (140) fixed to the steel tube concrete component (110), a C-section steel component (150) is arranged at one end of the straight steel plate (140) away from the steel tube concrete component (110), a first concrete part (160) is wrapped outside the straight steel plate (140), and two ends of the first concrete part (160) are respectively connected to the steel tube concrete component (110) and the C-section steel component (150); A roof steel truss (200) is arranged at the top end of the vertical support body; The floor slab assembly is connected to the bottom of the roof steel truss (200) via a hanging column (210).

2. The hanging combined structure system according to claim 1, characterized in that, The first branch (120) also includes a reinforcement component, which includes a plurality of steel cages (170), the plurality of steel cages (170) are arranged at intervals along the length direction of the I-shaped steel plate (140), and bolts (180) are connected between the steel cages (170) and the I-shaped steel plate (140); the first concrete part (160) wraps the reinforcement component.

3. The hanging combined structure system according to claim 2, characterized in that, Two reinforcement components are provided, and the two reinforcement components are symmetrically arranged on both sides of the straight-line steel plate (140) along the thickness direction of the straight-line steel plate (140).

4. A hanging combined structure system according to claim 1, characterized in that, The floor assembly comprises a plurality of hanging floors (220) spaced apart in a vertical direction, and two adjacent hanging floors (220) are connected via the hanging columns (210).

5. A hanging combined structure system according to claim 4, characterized in that The suspended floor slab (220) comprises a steel bar foundation and a second concrete part, wherein the steel bar foundation is arranged in the second concrete part.

6. A hanging combined structure system according to any one of claims 1 to 5, characterized in that, Four L-shaped shear walls (100) are provided, and the projection of any one of the L-shaped shear walls (100) along the first direction overlaps with the adjacent L-shaped shear wall (100), and the projection of any one of the L-shaped shear walls (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 are located on the same horizontal plane.

7. A hanging combined structure system according to claim 1, characterized in that, One end of the I-shaped steel plate (140) that is away from the steel tube concrete component (110) is connected to the center of the C-shaped cross-section steel component (150).

8. A hanging combined structure system according to claim 1, characterized in that, The steel tube concrete component (110) comprises a hollow square steel tube (111) and a third concrete part (112), wherein the third concrete part (112) is filled inside the hollow square steel tube (111).

9. A construction method, characterized in that, Applied to the construction of the hanging composite structure system described in any one of claims 1 to 8, the floor slab assembly includes a plurality of hanging floor slabs (220) spaced at intervals in the vertical direction; the construction method includes the following steps: S1. Prepare the L-shaped shear wall (100), splice the concrete-filled steel tube member (110) and two straight steel plates (140) according to the designed shape, and respectively connect C-shaped steel section members (150) to the ends of the two straight steel plates (140) facing away from the concrete-filled steel tube member (110), and pour concrete between the C-shaped steel section member (150) and the concrete-filled steel tube member (110) to respectively obtain the first branch (120) and the second branch (130); S2. Set the corresponding number of the L-shaped shear walls (100) at intervals according to the rectangular outline on the foundation to obtain the vertical support main body; S3. Set the first temporary support scaffold (300) on the foundation, and pour the bottommost hanging floor slab (220) by means of the temporary construction platform formed by the first temporary support scaffold (300); S4. Set the second temporary support scaffold (400) on the bottommost hanging floor slab (220), and pour the hanging floor slab (220) by means of the temporary construction platform formed by the second temporary support scaffold (400); repeat this step until the topmost hanging floor slab (220) is poured; S5. Set the second temporary support scaffold (400) on the topmost hanging floor slab (220), and install the roof steel truss (200) by means of the temporary construction platform formed by the second temporary support scaffold (400); S6. Install the 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 scaffold (400) and the first temporary support scaffold (300).

10. A construction method, characterized in that, Applied to the construction of the hanging composite structure system described in any one of claims 1 to 8, the floor slab assembly includes a plurality of hanging floor slabs (220) spaced at intervals in the vertical direction; the construction method includes the following steps: S1. Prepare the L-shaped shear wall (100), splice the concrete-filled steel tube member (110) and two straight steel plates (140) according to the designed shape, and respectively connect C-shaped steel section members (150) to the ends of the two straight steel plates (140) facing away from the concrete-filled steel tube member (110), and pour concrete between the C-shaped steel section member (150) and the concrete-filled steel tube member (110) to respectively obtain the first branch (120) and the second branch (130); S2. Set the corresponding number of the L-shaped shear walls (100) at intervals according to the rectangular outline on the foundation to obtain the vertical support main body; S3. Set the third temporary support scaffold (500) on the foundation, and install the roof steel truss (200) by means of the temporary construction platform formed by the third temporary support scaffold (500); S4. Demolish part of the third temporary support scaffold (500), lower the height position of the top end of the third temporary support scaffold (500), pour the suspended floor slab (220) at the topmost position by means of the temporary construction platform formed by the third temporary support scaffold (500), and install a suspended column (210) between the suspended floor slab (220) at the topmost position and the roof steel truss (200); S5. Demolish part of the third temporary support scaffold (500), lower the height position of the top end of the third temporary support scaffold (500), pour the suspended floor slab (220) at the second topmost position by means of the temporary construction platform formed by the third temporary support scaffold (500), and install the suspended column (210) between the suspended floor slab (220) at the topmost position and the suspended floor slab (220) at the second topmost position; Repeat this step until the suspended floor slab (220) at the bottommost position is poured, and install the suspended column (210) between the suspended floor slab (220) at the second bottommost position and the suspended floor slab (220) at the bottommost position; S6. Demolish the remaining part of the third temporary support scaffold (500).

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