Method for controlling tensile stress of floorslab of overhanging-hanging structure system

Abstract

The invention provides a method for controlling the tensile stress of a cantilever-hanging structural system floor, and belongs to the technical field of constructional engineering.A counterweight is hung on the edge of a steel structure platform, the deformation influence of a follow-up structure on a current floor structure is simulated through the counterweight, and the weight of the counterweight is gradually reduced along with construction progress; the deformation of the floor slab during solidification is basically consistent with the final deformation, and finally, the tensile stress change and the tensile stress of the floor slab are always kept at a lower level in the whole construction process, so that the possible cracking phenomenon of the floor slab in the construction process is avoided; according to the method for controlling the tensile stress of the floorslab of the overhanging-hanging structure system, the problem that in the prior art, a reinforced concrete floorslab in the overhanging-hanging structure system is prone to cracking is solved.

Description

Technical Field

[0001] The present invention relates to the technical field of building engineering construction, and in particular to a method for controlling tensile stress of a floor slab in a cantilever-hanging structural system. Background Art

[0002] With the continuous progress of my country's economic development, public demands for building quality and functionality are increasing. To meet these diverse demands, an innovative cantilever-suspended structural system has recently emerged. This structure reduces the number of columns around the ground floor and installs hanging columns at the edges of the second floor and above to carry the load. The weight of the cantilevered section is balanced by tension rods (suspenders) connected to the roof. This creates a more open and unobstructed shared space, facilitating the smooth flow of people and goods.

[0003] While cantilevered and suspended structures offer numerous theoretical advantages, their actual construction presents a host of technical challenges. Preventing cracking in the reinforced concrete floor slabs is a particular challenge during construction. If conventional bottom-up construction procedures are followed, the structure cannot achieve a fully self-balancing state until the suspenders are installed. During this stage, the upper flange of the cantilevered portion will be subject to tensile forces. As the building height increases, the weight of the superstructure is transferred to the lower floors via the suspenders, further exacerbating the tensile stress on the lower floors and increasing the risk of cracking during construction.

[0004] To address this issue, prestressing technology is commonly used. This involves applying compressive stress to reinforced concrete floor slabs during casting to offset any tensile deformation that may occur during subsequent use. However, due to the thinness of floor slabs, the prestressing degree is often low, and the construction process is relatively complex and inconvenient, resulting in the continued problem of cracking in reinforced concrete floor slabs. Summary of the Invention

[0005] Therefore, the technical problem to be solved by the present invention is to overcome the problem of easy cracking of reinforced concrete floor slabs in the cantilever-suspension system, thereby providing a method for controlling the tensile stress of the floor slabs of the cantilever-suspension structural system.

[0006] In order to solve the above technical problems, the present invention provides a method for controlling the tensile stress of a cantilever-suspended structural system floor, comprising the following steps:

[0007] Build a temporary support frame on the first floor, install the second-floor steel structure platform and the first-floor columns;

[0008] The temporary support frame of the first floor is removed, and a second-floor counterweight is installed at the edge of the second-floor steel structure platform. The stress changes and stresses exerted by the second-floor counterweight on the second-floor steel structure platform are equivalent to the stress changes and stresses exerted by the second-floor floor and all structures above it on the second-floor steel structure platform;

[0009] Install the second floor slab and reduce the mass of the second floor counterweight so that the stress changes and stresses exerted by the second floor counterweight on the second floor slab are equivalent to the stress changes and stresses exerted by all structures of three floors and above on the second floor slab;

[0010] Build a temporary support frame on the second floor, install the third-floor steel structure platform and the second-floor columns, and reduce the mass of the second-floor counterweight so that the stress changes and stresses exerted by the second-floor counterweight on the second-floor floor are equivalent to the stress changes and stresses exerted by the third-floor floor and all structures above it on the second-floor floor;

[0011] Remove the second-layer temporary support cradle, and set a third-layer counterweight at the edge of the third-layer steel structure platform, so that the stress changes and stresses applied by the third-layer counterweight on the third-layer steel structure platform are equivalent to the stress changes and stresses applied by the third-layer floor slab and all structures above it on the third-layer steel structure platform; reduce the mass of the second-layer counterweight, and the second-layer counterweight eliminates the influence of the heavy objects suspended from the third-layer steel structure platform on the deformation of the second-layer floor slab structure, so that the stress changes and stresses applied by the second-layer counterweight on the second-layer floor slab are equivalent to the stress changes and stresses applied by the third-layer floor slab and all structures above it on the second-layer floor slab;

[0012] Install a three-story floor slab, reduce the mass of the second-story counterweight and the third-story counterweight, so that the stress changes and stresses applied by the third-story counterweight on the three-story steel floor slab are equivalent to the stress changes and stresses applied by all structures above the third-story floor slab on the three-story floor slab, and the second-story counterweight eliminates the influence of the hanging weight on the third-story steel structure platform on the deformation of the second-story floor slab, so that the stress changes and stresses applied by the second-story counterweight on the second-story floor slab are equivalent to the stress changes and stresses applied by all structures above the third-story floor slab on the second-story floor slab;

[0013] Repeat the above steps until the roof floor slab is poured and all counterweights are removed.

[0014] During the construction process, a counterweight is hung on the edge of the steel structure platform. The counterweight simulates the deformation effect of the subsequent structure on the current floor structure, and the weight of the counterweight is gradually reduced as the construction progresses, so that the deformation of the floor slab during solidification is basically consistent with the final deformation, ultimately ensuring that the tensile stress of the floor slab is always at a low level throughout the construction process, thereby avoiding the cracking phenomenon that may occur in the floor slab during construction. Compared with the method of pre-applying compressive stress, the operation is simple and can improve construction efficiency, quality and safety. The method for controlling the tensile stress of the floor slab of the cantilever-hanging structure system provided by the present invention solves the problem of easy cracking of reinforced concrete floor slabs in the cantilever-hanging system in the prior art.

[0015] Optionally, during the installation of the floor slab, the floor slab is cast in situ on a steel structure platform. This arrangement allows the floor slab to solidify under normal use, and by simulating deformation with a counterweight, ensures that the deformation of the floor slab remains constant throughout the construction process, thereby avoiding cracking of the floor slab.

[0016] Optionally, the steel structure platform is composed of a steel structure beam system, including steel beams arranged in a crisscross pattern, each of which has an I-shaped cross-section. This arrangement creates a stable steel structure beam system, providing stable support for subsequent construction and enhancing the robustness of the overall structure.

[0017] Optionally, bolts are provided above the steel beams, and the bolts are used to be fixedly connected to the floor slab. Through the above arrangement, the floor slab and the steel beams are fixedly connected by the bolts, thereby strengthening the connection strength between the floor slab and the steel beams and improving the stability of the overall structure.

[0018] Optionally, the counterweight comprises a container and a mass; the container is configured to be positioned at the edge of the steel structure platform, and has a storage space provided thereon; the mass is positioned within the storage space, and gradually decreases in size as construction progresses. With this arrangement, the mass is placed within the storage space of the container, and the container is used to hang the mass from the edge of the steel structure platform. As construction progresses, the mass can be replaced or reduced based on the calculated stress changes and stresses imposed on the current floor by the subsequent structure, thereby reducing the mass's weight.

[0019] Optionally, the mass block is set to water or sand. Through the above setting, using water or sand as the mass block can facilitate the weight adjustment of the mass block, and the material is easy to obtain and environmentally friendly.

[0020] Optionally, the counterweight is suspended on the edge of the steel structure platform. This arrangement can prevent the counterweight from occupying the surface of the steel structure platform and prevent the subsequent structural construction from being affected.

[0021] Optionally, the columns include support columns and suspending columns, with the support columns positioned in the middle of the steel structure platform and the suspending columns positioned around the steel structure platforms on the second floor and above. With this arrangement, the support columns support the steel structure platforms on two adjacent floors, while the suspending columns balance the weight of the overhanging portions of the steel structure platforms.

[0022] Optionally, the counterweight is arranged on the edge of the steel structure platform at a position opposite to the sling. By the above arrangement, the counterweight is arranged at a position opposite to the sling, which can better simulate the stress changes and stresses exerted by the upper structure on the current floor slab. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the specific embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0024] Figure 1 A schematic diagram of an embodiment of a cantilever-suspension structural system provided in an embodiment of the present invention;

[0025] Figure 2 for Figure 1 Schematic diagram of the installation of the steel structure platform on the second floor;

[0026] Figure 3 for Figure 1 Schematic diagram of the installation of the counterweight on the second floor;

[0027] Figure 4 for Figure 1 Schematic diagram of the installation of the second floor slab;

[0028] Figure 5 for Figure 1 Schematic diagram of the installation of the middle three-story steel structure platform;

[0029] Figure 6 for Figure 1 Schematic diagram of the installation of the middle three-layer counterweight;

[0030] Figure 7 for Figure 1 Schematic diagram of the installation of the middle three-story floor slab;

[0031] Figure 8 for Figure 1 Schematic diagram of the installation of the middle roof layer;

[0032] Figure 9 for Figure 1 Schematic diagram of the removal of the second-layer and third-layer counterweights.

[0033] Description of reference numerals:

[0034] 1. First-floor temporary support cradle; 2. First-floor support columns; 3. Second-floor steel structure platform; 4. Second-floor counterweight; 5. Second-floor floor slab; 6. Second-floor temporary support cradle; 7. Second-floor support columns; 8. Second-floor hanging columns; 9. Third-floor steel structure platform; 10. Third-floor counterweight; 11. Third-floor floor slab; 12. Third-floor temporary support; 13. Third-floor support columns; 14. Third-floor hanging columns; 15. Roof-layer steel structure platform; 16. Roof-layer floor slab. DETAILED DESCRIPTION

[0035] The technical solution of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the embodiments described are only some embodiments of the present invention, not all embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments of the present invention without making any creative efforts shall fall within the scope of protection of the present invention.

[0036] In the description of the present invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicating orientations or positional relationships, are based on the orientations or positional relationships shown in the accompanying drawings and are intended solely to facilitate and simplify the description of the present invention. They are not intended to indicate or imply that the devices or components referred to must have, be constructed, or operate in a specific orientation, and therefore should not be construed as limitations on the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0037] In the description of the present invention, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood in a broad sense. For example, they may refer to fixed, detachable, or integral connections; mechanical or electrical connections; direct or indirect connections through an intermediate medium; and internal communication between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on specific circumstances.

[0038] In addition, the technical features involved in the different embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0039] This embodiment provides a method for controlling tensile stress on a floor slab of a cantilevered-suspended structural system, which can prevent floor slab cracking and is used for constructing a cantilevered-suspended structural system.

[0040] like Figure 1-9 As shown in FIG, a specific implementation method of a method for controlling tensile stress of a cantilever-suspended structural system floor provided in this embodiment includes the following steps:

[0041] Build the temporary support frame 1 on the first floor, install the second floor steel structure platform 3 and the first floor columns;

[0042] Remove the temporary support frame 1 of the first floor, and install a second-floor counterweight 4 at the edge of the second-floor steel structure platform 3. The stress changes and stresses exerted by the second-floor counterweight on the second-floor steel structure platform 3 are equivalent to the stress changes and stresses exerted by the second-floor floor 5 and all structures above it on the second-floor steel structure platform 3.

[0043] Install the second floor slab 5 and reduce the mass of the second floor counterweight 4 so that the stress changes and stresses applied by the second floor counterweight 4 to the second floor slab 5 are equivalent to the stress changes and stresses applied by all structures of three floors and above to the second floor slab 5;

[0044] Build a second-floor temporary support frame 6, install a third-floor steel structure platform 9 and a second-floor column, and reduce the mass of the second-floor counterweight 4 so that the stress changes and stresses applied by the second-floor counterweight 4 on the second-floor floor 5 are equivalent to the stress changes and stresses applied by the third-floor floor 11 and all structures above it on the second-floor floor 5;

[0045] Remove the second-layer temporary support cradle 6, and set a third-layer counterweight 10 at the edge of the third-layer steel structure platform 9, so that the stress changes and stresses applied by the third-layer counterweight 10 to the third-layer steel structure platform 9 are equivalent to the stress changes and stresses applied by the third-layer floor slab 11 and all structures above it to the third-layer steel structure platform 9; reduce the mass of the second-layer counterweight 4, and the second-layer counterweight 4 eliminates the influence of the heavy objects suspended from the third-layer steel structure platform 9 on the structural deformation of the second-layer floor slab 5, so that the stress changes and stresses applied by the second-layer counterweight 4 to the second-layer floor slab 5 are equivalent to the stress changes and stresses applied by the third-layer floor slab 11 and all structures above it to the second-layer floor slab 5;

[0046] Install the third floor 11, reduce the mass of the second-layer counterweight 4 and the third-layer counterweight 10, so that the stress changes and stresses applied by the third-layer counterweight 10 to the third-layer steel floor are equivalent to the stress changes and stresses applied by all structures above the third-layer floor 11 to the third-layer floor 11, and the second-layer counterweight 4 eliminates the influence of the hanging weight of the third-layer steel structure platform 9 on the structural deformation of the second floor 5, so that the stress changes and stresses applied by the second-layer counterweight 4 to the second floor 5 are equivalent to the stress changes and stresses applied by all structures above the third-layer floor 11 to the second floor 5;

[0047] Repeat the above steps until the roof floor slab 16 is poured and all counterweights are removed.

[0048] During the construction process, the counterweight is hung at the edge of the steel structure platform, and the counterweight is used to simulate the deformation effect of the subsequent structure on the current floor structure. As the construction progresses, the weight of the counterweight is gradually reduced, so that the deformation of the floor slab during solidification is basically consistent with the final deformation, and finally the tensile stress of the floor slab is guaranteed to be at a low level throughout the construction process, thereby avoiding the possible cracking of the floor slab during construction. Compared with the method of pre-applying compressive stress, it avoids additional construction steps and complex material calculations, greatly simplifies the construction process, improves the convenience and reliability of construction, and significantly improves the overall construction efficiency, which helps to shorten the construction period and reduce construction risks, and can improve construction efficiency, quality and safety. The method for controlling the tensile stress of the floor slab of the cantilever-suspension structure system provided in this embodiment solves the problem of easy cracking of reinforced concrete floor slabs in the cantilever-suspension system in the prior art.

[0049] It should be noted that before construction, the stress distribution within the cantilever-suspension structural system can be simulated and calculated during the design phase through software simulation, so as to estimate the mass of the required counterweights and the correction plan for the counterweights as construction progresses.

[0050] In the method for controlling tensile stress in a cantilevered-suspended structural system provided in this embodiment, the floor slab is cast in-situ on the steel structure platform during installation. This allows the floor slab to solidify under normal use, and the counterweight simulates deformation, ensuring that the floor slab's deformation remains constant throughout the construction process, thereby preventing cracking. Specifically, the floor slab is a reinforced concrete slab. Alternatively, a prefabricated reinforced concrete slab can also be used.

[0051] In the method for controlling tensile stress in a cantilevered and suspended structural system provided in this embodiment, the steel structure platform is composed of a steel beam system comprising crisscrossing steel beams with I-shaped cross sections. The crisscrossing I-shaped beams form a stable steel beam system, providing stable support for subsequent construction and enhancing the overall structural stability. Alternatively, the cross sections of the steel beams can be configured as square, U-shaped, or other structures, depending on design and construction needs.

[0052] In the method for controlling tensile stress in a cantilevered-suspended structural system provided in this embodiment, studs are positioned above the steel beams to securely connect them to the floor slab. The studs securely connect the floor slab to the steel beams, strengthening the connection between them and improving the overall structural stability. Alternatively, the cast-in-place formwork for the floor slab can be welded to the steel beams for integral casting.

[0053] In the method for controlling the tensile stress of the cantilever-hanging structural system floor provided in this embodiment, the counterweight comprises: a container and a mass block; the container is used to be set at the edge of the steel structure platform, and a storage space is provided on the container; the mass block is set in the storage space, and as the construction progresses, the mass block gradually decreases. The mass block is placed in the storage space of the container, and the mass block is hung on the edge of the steel structure platform through the container. As the construction progresses, the mass block can be replaced or reduced according to the calculated stress changes and stresses applied to the current floor by the subsequent structure, thereby reducing the weight of the mass block. In addition, as an alternative embodiment, the counterweight can also be made in one piece.

[0054] In the method for controlling the tensile stress of the cantilever-hanging structural system floor provided in this embodiment, the mass block is set to water or sand. Using water or sand as the mass block can facilitate the adjustment of the weight of the mass block, and the material is easy to obtain and environmentally friendly. Specifically, the heavy objects used can be obtained nearby and can be reused in multiple construction projects, effectively reducing resource consumption and waste generation, avoiding additional burdens on the environment, and this practice is in line with the concept of green building and helps promote the sustainable development of the construction industry. In addition, as an alternative embodiment, the mass block can also be made of construction waste, or other building materials such as cement, block bricks, etc.

[0055] like Figure 1-9 As shown, in the method for controlling tensile stress in a cantilevered-suspended structural system provided in this embodiment, the counterweight is suspended from the edge of the steel structure platform. This prevents the counterweight from occupying the surface of the steel structure platform, thus preventing any impact on subsequent structural construction. Alternatively, as an alternative embodiment, the counterweight can also be placed on the upper surface of the steel structure platform.

[0056] like Figure 1-9 As shown, in the method for controlling tensile stress in a cantilevered-suspended structural system provided in this embodiment, the columns include support columns and suspending columns. The support columns are arranged in the middle area of ​​the steel structure platform, and the suspending columns are arranged in the peripheral area of ​​the steel structure platform on the second floor and above. The support columns support the steel structure platforms on two adjacent floors, and the suspending columns are used to balance the weight of the cantilevered portion of the steel structure platform.

[0057] Specifically, only the first-floor support columns 2 are provided on the first floor; the second-floor support columns 7 and the second-floor suspension columns 8 are provided between the second-floor steel structure platform 3 and the third-floor steel structure platform 9; the third-floor support columns 13 and the third-floor suspension columns 14 are provided between the third-floor steel structure platform 9 and the uncovered layer.

[0058] like Figure 1-9 As shown, in the method for controlling tensile stress in a cantilevered-suspended structural system provided in this embodiment, the counterweight is positioned on the edge of the steel structure platform, opposite the suspender column. Positioning the counterweight opposite the suspender column better simulates the stress variations and stresses exerted by the superstructure on the floor slab on the current floor. Alternatively, the counterweight can be placed anywhere on the steel structure platform, depending on design and calculation requirements.

[0059] Directions:

[0060] like Figure 1-9 As shown, the method for controlling the tensile stress of the floor slab of the cantilever-hanging structure system provided in this embodiment takes a three-layer cantilever-hanging structure system as an example. When used, the specific steps are as follows:

[0061] Build the temporary support frame 1 on the first floor, install the second floor steel structure platform 3 and the first floor columns;

[0062] Remove the temporary support frame 1 of the first floor, and install a second-floor counterweight 4 at the edge of the second-floor steel structure platform 3. The stress changes and stresses exerted by the second-floor counterweight on the second-floor steel structure platform 3 are equivalent to the stress changes and stresses exerted by the second-floor floor 5 and all structures above it on the second-floor steel structure platform 3.

[0063] Cast the second floor slab 5 and reduce the mass of the second floor counterweight 4 so that the stress changes and stresses applied by the second floor counterweight 4 on the second floor slab 5 are equivalent to the stress changes and stresses applied by all structures of three floors and above on the second floor slab 5;

[0064] After the second floor slab 5 solidifies, a second-layer temporary support cradle 6 is built, and a third-layer steel structure platform 9 and a second-layer column are installed to reduce the mass of the second-layer counterweight 4 so that the stress changes and stresses applied by the second-layer counterweight 4 on the second floor slab 5 are equivalent to the stress changes and stresses applied by the third-layer slab 11 and all structures above it on the second floor slab 5;

[0065] Remove the second-layer temporary support cradle 6, and set a third-layer counterweight 10 at the edge of the third-layer steel structure platform 9, so that the stress changes and stresses applied by the third-layer counterweight 10 to the third-layer steel structure platform 9 are equivalent to the stress changes and stresses applied by the third-layer floor slab 11 and all structures above it to the third-layer steel structure platform 9; reduce the mass of the second-layer counterweight 4, and the second-layer counterweight 4 eliminates the influence of the heavy objects suspended from the third-layer steel structure platform 9 on the structural deformation of the second-layer floor slab 5, so that the stress changes and stresses applied by the second-layer counterweight 4 to the second-layer floor slab 5 are equivalent to the stress changes and stresses applied by the third-layer floor slab 11 and all structures above it to the second-layer floor slab 5;

[0066] Casting the third floor slab 11, reducing the mass of the second-layer counterweight 4 and the third-layer counterweight 10, so that the stress changes and stresses applied by the third-layer counterweight 10 to the third-layer steel floor slab are equivalent to the stress changes and stresses applied by all structures above the third-layer floor slab 11 to the third-layer floor slab 11, and the second-layer counterweight 4 eliminates the influence of the hanging weight of the third-layer steel structure platform 9 on the structural deformation of the second floor slab 5, so that the stress changes and stresses applied by the second-layer counterweight 4 to the second floor slab 5 are equivalent to the stress changes and stresses applied by all structures above the third-layer floor slab 11 to the second floor slab 5;

[0067] After the third floor slab 11 solidifies, install the third-layer support column 13, and with the help of the third-layer temporary support 12 frame, complete the installation of the roof layer steel structure platform 15. At the same time, correct the mass of the third-layer counterweight 10 and the second-layer counterweight 4, so that the third-layer counterweight 10 is equivalent to the stress change and stress applied by the roof layer slab 16 on the structure of the third floor slab 11, and the second-layer counterweight 4 is equivalent to the stress change and stress applied by the roof layer slab 16 on the structure of the second floor slab 5. The second-layer counterweight 4 should eliminate the influence of the third-layer counterweight 10 on the deformation of the second floor slab 5 structure.

[0068] The three-layer temporary support 12 frame is removed, the three-layer hanging column 14 is installed, the roof layer floor slab 16 is poured, and all counterweights are removed.

[0069] Obviously, the above embodiments are merely examples for clarity of explanation and are not intended to limit the implementation methods. Those skilled in the art will appreciate that other variations or modifications can be made based on the above description. It is not necessary and impossible to enumerate all implementation methods here. Obvious variations or modifications derived therefrom remain within the scope of protection of the present invention.

Claims

1. A method for controlling tensile stress of a cantilever-suspended structural system floor, characterized in that: The following steps are involved: Build a temporary support frame (1) on the first floor, install the second floor steel structure platform (3) and the first floor columns; The first-layer temporary support frame (1) is removed, and a second-layer counterweight (4) is installed at the edge of the second-layer steel structure platform (3); Installing the second floor slab (5) to reduce the mass of the second floor counterweight (4); Build a second-layer temporary support frame (6), install a three-layer steel structure platform (9) and a second-layer column, and reduce the mass of the second-layer counterweight (4); The second-layer temporary support frame (6) is removed, and a third-layer counterweight (10) is provided at the edge of the third-layer steel structure platform (9) to reduce the mass of the second-layer counterweight (4); Installing a three-layer floor slab (11) to reduce the mass of the second-layer counterweight (4) and the third-layer counterweight (10); Repeat the above steps until the roof floor slab (16) is poured and the counterweight is removed.

2. The method for controlling tensile stress of a cantilever-suspended structural system floor according to claim 1 is characterized in that: During the floor slab installation process, the floor slab is cast in situ on the steel structure platform.

3. The method for controlling tensile stress of a cantilever-suspended structural system floor according to claim 1 is characterized in that: The steel structure platform is composed of a steel structure beam system, which includes steel beams arranged in a crisscross pattern, and the cross section of the steel beam is arranged in an I-shape.

4. The method for controlling tensile stress of a cantilever-suspended structural system floor according to claim 3 is characterized in that: Bolts are arranged above the steel beams and are used for fixed connection with the floor slabs.

5. The method for controlling tensile stress of a cantilever-suspended structural system floor according to claim 1 is characterized in that: The counterweight comprises: The container is used to be placed on the edge of the steel structure platform, and the container is provided with a accommodating space; A mass block is arranged in the accommodating space, and as the construction progresses, the mass block gradually decreases.

6. The method for controlling tensile stress of a cantilever-suspended structural system floor according to claim 5, characterized in that: The mass block is set to water or sand.

7. The method for controlling tensile stress of a cantilever-suspended structural system floor according to claim 6, characterized in that: The counterweight is suspended at the edge of the steel structure platform.

8. The method for controlling tensile stress of a cantilever-suspended structural system floor according to any one of claims 1 to 7, characterized in that: The column includes: a supporting column and a hanging column. The supporting column is arranged in the middle area of ​​the steel structure platform, and the hanging column is arranged in the peripheral area of ​​the steel structure platform on the second floor and above.

9. The method for controlling tensile stress of a cantilever-suspended structural system floor according to claim 8, characterized in that: The counterweight is arranged on the edge of the steel structure platform at a position opposite to the suspender.

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