Suspension structure system with small lateral stiffness of steel structure main body and construction method of suspension structure system

Abstract

The invention discloses a suspension structure system with small lateral stiffness of a steel structure main body and a construction method thereof.The suspension structure system comprises a main body structure and a suspension area, the suspension area comprises an overhanging truss, a lower suspension layer and suspension columns which are all prefabricated structure on-site assembly, and floor beams at the two ends of the lower suspension layer are rigidly connected with the main body structure in the overhanging direction; the rest floor beams are hinged to the main body structure, the lower chord members of the cantilever trusses are connected with the floor beams of the lower hanging layers through hanging columns, and the floor beams of the adjacent lower hanging layers are connected through hanging columns; the beam perpendicular to the floor beam is a floor secondary beam, and the floor secondary beam of the lower hanging layer is a continuous beam rigidly connected with the floor beam; in the out-of-plane longitudinal direction perpendicular to the cantilever truss, floor slab in-plane horizontal supporting rods are arranged on all spans below all layers of floor slabs in the suspension area. According to the method, the safety of structural members can be met, the rigidity participating in overall calculation can be as small as possible, meanwhile, resources are saved, and low carbon and high efficiency are achieved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building structure, and in particular to a suspension structure system with a small lateral stiffness of a steel structure main body and a construction method thereof. BACKGROUND

[0002] In recent years, driven by the pursuit of modernization and beautiful modeling, the suspension structure has gradually been popularized from mainly being applied to large landmark buildings to small and medium-sized building monomers and space-limited projects in urban renewal. Although the application of this structure brings advantages in space and modeling, it also faces new technical challenges, especially when the suspension area accounts for a relatively high proportion of the overall building volume. The main challenges are in two aspects, and the existing solutions are in significant conflict with the development requirements of green buildings, low carbon emissions and prefabricated buildings. Firstly, in the widely used suspension structure scheme, the suspension area generally adopts the overall rigid connection mode of steel frame. Specifically, it is characterized by the following: rigid connection between the suspension area steel beam and the main structure, rigid connection between the suspension area steel beam and the hanging column, interlayer support in the suspension area and continuity with the interlayer support of the main structure. This design is not significant when the lateral stiffness of the main structure is large enough. However, for a frame or frame-shear structure, when the volume is small, the stress control and stiffness control are in a mutually balanced relationship. Under seismic conditions, it is easy to enter a vicious cycle of "insufficient stress → increase of component section → improvement of stiffness → increase of seismic force → increase of component internal force → further increase of component stress". Therefore, it is often necessary to control the overall stiffness of the structure to meet the requirements of regular design, and based on economic considerations, the stiffness is as small as possible to meet the reasonable range of component section and stress. If the volume of the suspension area is relatively high compared with the main structure, the stiffness of the main structure needs to be controlled in a reasonable range in the overall structure calculation, and the influence of the suspension area on the overall stiffness should be minimized. The problem is that when the suspension area components generally adopt rigid connection (especially the rigid connection at the connection between the beam and the main structure), the stiffness of the suspension area will become larger, which will lead to excessive overall stiffness of the structure. The consequence is that the main structure needs to bear excessive seismic force, which will result in excessive design of the main structure components (beams, columns, etc.), which is often difficult to meet the requirements of architectural space and aesthetics. The increase of the stiffness of the suspension area also makes the vertical vibration comfort of the structure under vertical seismic action worse. On the other hand, the increase of the suspension area components leads to the increase of the overall mass of the suspension area, which makes it more difficult to control the vertical deformation of the suspension area and the horizontal deformation of the main structure connected thereto. Moreover, the increase of steel consumption will increase the carbon emissions in the steel production process (steel production is a high-energy and high-carbon emission process), which is contrary to the core goal of green building "low carbon and emission reduction". From the perspective of construction convenience, the rigid connection node structure is complex and requires a lot of on-site welding work: on the one hand, the complex node is difficult to realize standardization prefabrication in the factory, and the on-site welding needs to rely on skilled workers, which will reduce the construction efficiency and prolong the construction period, which is contrary to the concept of prefabrication in the factory and efficient assembly on site in the prefabricated building. On the other hand, the dust, noise pollution and welding waste generated during on-site welding not only damage the construction environment but also increase the cost of construction waste disposal, which is not in line with the requirements of green construction. Therefore, how to ensure that the suspension area has sufficient vertical stiffness to meet the bearing and deformation requirements, and at the same time realize the "weak connection" between the suspension area and the main structure, so that the stiffness contributed by the suspension area in the overall structure calculation is as small as possible, so that the overall structure is in a more reasonable stiffness range, while taking into account the assembly construction adaptability, reducing steel consumption and carbon emissions, has become a problem to be solved.

[0003] Secondly, the roof (or top floor slab) interface between the main structure and the suspended area of the suspended structure is generally prone to concrete floor slab cracking and leakage. This problem is mainly caused by the failure to effectively consider the deformation of the two in design and construction, and the existing construction mode is contradictory to the requirements of green building "resource conservation, low carbon and high efficiency". The common construction process is: first, construct the main structure to the roof and pour each layer of floor slab; then install the suspended area components; finally, pour each layer of floor slab in the suspended area. Under this construction sequence, the main structure (including its roof) has completed the main settlement and compression deformation under the action of its own weight and part of the load, and the suspended area loaded later will produce considerable vertical deformation (sinking) under the action of load (including its own weight, construction load and use load). Significant differential settlement or vertical displacement difference will occur at the interface between the two, causing the concrete floor slab at the interface to be cracked due to insufficient in-plane tensile capacity, and cracking and leakage will occur. In addition, the repair and reinforcement of the cracked floor slab will consume additional concrete, steel and labor, not only increasing the operation and maintenance cost, but also producing additional carbon emissions due to secondary construction. If the leakage problem persists for a long time, it will accelerate the corrosion of structural components and reduce the durability of the structure, indirectly increasing the energy and material consumption of later reconstruction.

[0004] In summary, in the application and promotion of current small and medium-sized suspended structures, not only do we need to overcome the problems of excessive stiffness of the suspended area, unreasonable stiffness matching with the main structure, leading to seismic resistance and component size difficulties, and cracking and leakage of the interface floor slab caused by improper construction sequence and lack of deformation coordination, but we also need to solve the problem that the existing scheme is not consistent with the development direction of green building in terms of assembly construction adaptability, carbon emission control and resource utilization efficiency. SUMMARY

[0005] Therefore, the present application provides a suspended structure system with small lateral stiffness of the steel structure main body and a construction method thereof, which can not only ensure the safety of structural components, but also make the stiffness involved in the overall calculation as small as possible, while saving resources and being low-carbon and efficient.

[0006] The technical scheme adopted by the present application is as follows: A suspended structure system with small lateral stiffness of the steel structure main body, comprising a main structure and a suspended area, wherein the suspended area comprises a cantilever truss, a lower hanging layer and a hanging column, all of which are prefabricated structures assembled on site, the floor beams at both ends of the lower hanging layer are rigidly connected to the main structure along the overhanging direction, the remaining floor beams are hingedly connected to the main structure, and the lower chords of the cantilever truss and the floor beams of the lower hanging layer are connected through the hanging columns, and the floor beams of adjacent lower hanging layers are connected through the hanging columns; the beams perpendicular to the floor beams are floor secondary beams, and the floor secondary beams of the lower hanging layer are continuous beams rigidly connected to the floor beams. Along the vertical direction outside the plane of the cantilever truss, each span below each floor slab of the suspended area is provided with a floor in-plane horizontal bracing.

[0007] Further, one or more upper supporting layers are added to the overhanging truss.

[0008] Further, the web members of the overhanging truss are one of single-inclined web members, human-shaped web members, V-shaped web members or open-web trusses.

[0009] Further, the hanger columns are disconnected layer by layer and are hingedly connected to the floor beams of each layer.

[0010] Further, the hanger columns are continuous and the floor beams are ring-plate rigidly connected to the hanger columns.

[0011] Further, the hanger columns are disconnected layer by layer and are full-penetration welded to the floor beams of each layer.

[0012] Further, the projection lines of the horizontal supports between adjacent floor beams on the same plane form an X shape.

[0013] The application also provides a construction method of a steel structure main body overhanging structure system with small lateral stiffness, which adopts the above overhanging structure system, and the overhanging truss is located at the top of the overhanging area. Step one, main body structure construction, the main body structure is constructed layer by layer, and the floor slabs of each layer except the roof are reserved with the steel bars of the floor slabs of each layer of the overhanging area in the connecting area with the overhanging area; Step two, installation of the overhanging truss located at the top layer; Step three, installation of the floor secondary beams and the horizontal support bars in the floor surface of the layer where the lower chord of the overhanging truss is located; Step four, installation of the floor secondary beams and the horizontal support bars in the floor surface of the layer where the upper chord of the overhanging truss is located; Step five, first installation of the hanger columns and the floor beams of the first overhanging layer, and then installation of the floor secondary beams and the horizontal support bars in the floor surface of the layer, wherein the floor secondary beams are rigidly connected to the floor beams; Step six, installation of the hanger columns, the floor beams and the floor secondary beams and the horizontal support bars in the floor surface of each overhanging layer from top to bottom according to step five, wherein the floor secondary beams are rigidly connected to the floor beams; Step seven, pouring of the floor slabs of each overhanging layer; Step eight, pouring of the floor slab of the layer where the lower chord of the overhanging truss is located; Step nine, finally, one-time pouring of the roof of the overhanging area and the roof of the main body structure connected thereto. Further, in steps five and six, the hanger columns are rigidly connected or hingedly connected to the floor beams of each layer.

[0014] The application also provides a construction method of a steel structure main body overhanging structure system with small lateral stiffness, which adopts the above overhanging structure system, and the overhanging truss is located at the top of the overhanging area. Step one, set temporary support under the suspension area, the main structure and the same layer suspension area structure connected therewith are constructed from bottom to top simultaneously layer by layer; the hanger column and the floor beam in the suspension area are connected by temporary hinge connection; the floor of each layer in the main structure except the roof is constructed with the layer; Step two, after the roof structure components are completely constructed, the temporary support is removed at one time, the displacement is fully released, and then the hinge connection between the hanger column and the floor beam is treated by rigid connection after the deformation is stable; Step three, pouring the floor of each layer in the suspension area except the roof; Step four, pouring the roof of the suspension area and the main structure at one time.

[0015] Beneficial effects: 1. In the structure system designed by the application, most of the floor beams are hingedly connected with the main structure, the floor beams are hingedly or rigidly connected with the hanger columns, the floor secondary beams of the lower hanging layer are continuous beams rigidly connected with the floor beams, and horizontal support rods are arranged below the floor, so that the structure system not only meets the safety of the structure components, but also maximally reduces the stiffness involved in the overall calculation, realizes precise stiffness control and effective deformation coordination, provides a feasible suspension structure system for small-volume buildings that need to control the lateral stiffness of the main structure. At the same time, the design can avoid the excessive section of the main component caused by stiffness redundancy, significantly reduce the amount of steel, and directly reduce the carbon emission in the production link of steel, which meets the low-carbon goal of green building.

[0016] 2. The connection form between the hanger column and the floor beam in the application can be selected and adapted according to different conditions, and is widely applicable.

[0017] 3. The hanger column in the application is layered and welded with the floor beam of each layer, without a locally enlarged node modeling, which greatly simplifies the complexity of the node, reduces the redundant amount of steel, directly reduces the carbon emission intensity in the production link of steel, is mature in method, simple in process, does not need special equipment investment in conventional welding process, is low in processing cost, significantly reduces the engineering cost, realizes economy, and meets the technical goal of green building of "resource saving and low carbon emission".

[0018] 4. The construction sequence of the floor in the application can avoid the problem of floor cracking in the junction area of the main structure and the suspension structure, and solve the hidden danger of roof leakage, which not only reduces the labor and material consumption in the later maintenance, reduces the additional carbon emission caused by maintenance, but also prolongs the service life of the structure and the floor, improves the resource utilization efficiency, and meets the design concept of green building of "whole life cycle saving". BRIEF DESCRIPTION OF DRAWINGS

[0019] Figure 1 It is the overall schematic diagram of the suspension structure system of the application taking four bays as an example.

[0020] Figure 2A local enlarged schematic view of two bays of the suspension structure system of the present application.

[0021] Figure 3 A plan view of the suspension layer of the present application.

[0022] Wherein, 1 - cantilever truss, 2 - hanging column, 3 - floor beam, 4 - floor beam, 5 - horizontal bracing, 6 - cantilever truss upper chord, 7 - cantilever truss V-shaped web member, 8 - cantilever truss vertical web member, 9 - cantilever truss lower chord. DETAILED DESCRIPTION

[0023] The present application will be described in detail below with reference to the accompanying drawings and examples.

[0024] The present application provides a kind of steel structure main body lateral stiffness smaller suspension structure system, as shown in Figure 1 , Figure 2 , including main structure and suspension area, wherein suspension area includes cantilever truss 1, lower hanging layer and hanging column 2, all are prefabricated structure field assembly, cantilever truss lower chord 9 and the floor beam 3 between lower hanging layer, the floor beam 3 between adjacent lower hanging layer is connected by hanging column 2;The floor beam 3 of lower hanging layer both ends along the floor beam 3 of main structure rigid joint in overhanging direction, the rest floor beam 3 and main structure hinged, the floor beam 4 of lower hanging layer is continuous beam, i.e. the floor beam 4 and the floor beam 3 vertical rigid joint, the floor beam 3 is used as the fulcrum of floor beam 4, and the connection of the floor beam 4 both ends and the floor beam 3 is treated as rigid connection.When two ends hanging column 2 fails, the floor beam 3 of both ends is needed as pure suspension frame to bear corresponding load by itself;When any one hanging column 2 except both ends fails, the load at this place can be converted to adjacent hanging column 2 through floor beam 4, and in this working condition, the bearing capacity of each component can meet the requirement of not yielding.

[0025] Along the longitudinal direction perpendicular to cantilever truss 1, i.e. in the plane outside direction of cantilever truss 1, each span below each layer (including roof) floor of suspension area is provided with floor plane horizontal bracing 5, and the horizontal bracing 5 is bolted with the floor beam 4, so as to provide reliable longitudinal stiffness of the whole suspension area. In the embodiment, as shown in Figure 3 , the projection connecting line of horizontal support between adjacent floor beams 3 on the same plane constitutes X type, and the two ends of horizontal support are connected on the floor beam 4 of the outermost side of suspension area and the border beam of main structure respectively.

[0026] In other embodiments, the proportion of rigid connection between floor beam 4 and floor beam 3 of suspension area can also be changed according to calculation, as long as it can meet the requirements of stable vibration and non-yielding component after cutting off any one hanging column 2, and part of floor beam 4 can also be hinged connection.

[0027] Specifically, the cantilever truss 1 can be located at the top of the suspension area (purely hanging); it can also be located in the middle of the suspension area (upper support, lower hanging), at this time, one or more upper support layers are added to the cantilever truss 1.

[0028] The cantilever truss 1 is mainly composed of a cantilever truss top chord 6, a cantilever truss bottom chord 9, cantilever truss web members and connecting nodes, wherein the cantilever truss top chord 6 and the cantilever truss bottom chord 9 extend in the cantilever direction and are connected by web members to form triangular, rectangular or other polygonal lattice units to enhance the overall stiffness; the cantilever truss 1 is rigid with the main structure, and the internal force at the root of the cantilever truss 1 is transmitted to the main structure; the web members are distributed between the cantilever truss top chord 6 and the cantilever truss bottom chord 9 according to the force requirement, bear shear force and maintain the cross-sectional shape of the truss, and form a whole force system with the cantilever truss top chord 6 and the cantilever truss bottom chord 9 through bolt connection or welding, which jointly adapts to the complex stress characteristics under the cantilever system.

[0029] The cantilever truss web members include vertical web members and diagonal web members, the vertical web members are vertically arranged between the cantilever truss top chord 6 and the cantilever truss bottom chord 9, and the diagonal web members can be single diagonal web members, humanoid web members or V-shaped web members, or no diagonal web members are arranged. Among them, the V-shaped web members make the effect of the truss transmitted to the adjacent frame column be pressure, and compared with the single diagonal web members, the cross section of the web members is significantly reduced and more economical. In this embodiment, the cantilever truss vertical web members 8 and the cantilever truss V-shaped web members 7 are adopted.

[0030] The hanging column 2 can adopt a steel hanging column or a high-strength pull rod (solid steel rod), and the connection form of the hanging column 2 and the floor beam 3 is selected according to the specific situation. The hanging column 2 can be disconnected layer by layer and hinged with the floor beam 3 of each layer through a pin shaft; the hanging column 2 can be continuous, and the floor beam 3 and the hanging column 2 are rigidly connected by a ring plate; or the hanging column 2 can be disconnected layer by layer and rigidly connected with the floor beam 3 of each layer, that is, the hanging column 2 and the floor beam 3 of each layer are fully penetration welded.

[0031] The application also provides a construction method of a steel structure main body suspension structure system with small lateral stiffness, which adopts the above suspension structure system, and the cantilever truss 1 is located at the top of the suspension area, and the construction method comprises the following steps: Step one, main structure frame construction, constructing the floor slabs of the main structure except the roof, and reserving the steel bars of the floor slabs of the suspension area in the area connected with the suspension area; Step two, installing the cantilever truss 1 located at the top layer; Step three, installing the floor secondary beam 4 and the in-floor horizontal bracing 5 of the layer where the cantilever truss bottom chord 9 is located; Step four, installing the floor secondary beam 4 and the in-floor horizontal bracing 5 of the layer where the cantilever truss top chord 6 is located; Step five, firstly install the hanging column 2 and floor beam 3 of the lower hanging layer, and then install the floor beam 4 and the horizontal bracing rod 5 in the floor surface of the layer, wherein the floor beam 4 is connected with the floor beam 3 by a rigid joint; the hanging column 2 is connected with the floor beam 3 of each layer by a rigid joint or a hinged joint.

[0032] Step six, install the hanging column 2, floor beam 3 and floor beam 4 and the horizontal bracing rod 5 in the floor surface of each lower hanging layer in sequence according to step five, wherein the floor beam 4 is connected with the floor beam 3 by a rigid joint; the hanging column 2 is connected with the floor beam 3 of each layer by a rigid joint or a hinged joint.

[0033] Step seven, cast the floor of each lower hanging layer in sequence. Step eight, cast the floor of the layer where the lower chord 9 of the cantilever truss is located. Step nine, finally cast the roof of the suspension area and the roof of the main structure connected therewith at one time.

[0034] The application also provides a construction method of a steel structure suspension structure system with small lateral stiffness of the main body, which adopts a forward sequence method (from bottom to top) and the specific steps are as follows: Step one, set a temporary support below the suspension area, and simultaneously construct the main structure and the structure of the same layer of the suspension area from bottom to top; the hanging column 2 and the floor beam 3 of the suspension area are connected by a temporary hinged joint; and cast the floor of each layer of the main structure except the roof.

[0035] Step two, after the construction of the roof structure member is completed, remove the temporary support at one time, fully release the displacement, and then rigidly connect the hinged joint between the hanging column 2 and the floor beam 3 after the deformation is stable.

[0036] Step three, cast the floor of each layer of the suspension area except the roof.

[0037] Step four, cast the roof of the suspension area and the main structure at one time.

[0038] It should be noted that the above sequential construction cannot be used for the situation that the hanging column 2 of the suspension area is designed according to the pull rod. In the construction process, the hanging column 2 is inevitably subjected to compression.

[0039] The forward sequence construction has the advantages of fast construction period, and the disadvantages of needing a site with temporary support and the vertical deformation being large in order to reduce the generation of secondary internal force and the hanging column 2 and the floor beam 3 being connected by the construction technology of “first hinged and then rigidly connected”. The stiffness of the reverse sequence construction is formed in layers, has the advantages of small secondary internal force and small vertical displacement, and has the disadvantage of long construction period. The two construction methods have respective advantages and disadvantages, and the selection of the construction sequence is closely related to the connection mode of the members, the size of the internal force and deformation, the construction period, the temporary support and other measures for preventing the instability of the members in the construction, and thus the appropriate construction method needs to be selected according to the specific situation.

[0040] Based on the above suspension structure system, an example is illustrated. The seismic fortification intensity of a school project is 8 degrees, the design basic earthquake peak acceleration is 0.2g, the five-story steel frame, the main structure is only two-span lateral force resisting system, the span is 8.1m and 4.2m respectively. The 8.7m overhanging area on one side of the structure adopts a "multi-layer suspension structure", and the volume of the suspension area accounts for almost 40% of the total volume of the vertical part. Because the volume of the main structure is close to the volume of the suspension area, and the 4.2m span connected with the suspension area is a corridor, there is no condition to set up the inclined brace.

[0041] The floor beams 3 of each layer of the lower hanging area are connected with the main structure respectively as rigid connection and hinged connection, and the following is obtained by comparison: The structure displacement angle under the fortification earthquake is: rigid connection: 1 / 292, hinged connection: 1 / 279. The stress ratio of the main structure corridor frame beam (adjacent to the floor beam 3 of the suspension area) at the same position is: rigid connection: 1.15, hinged connection: 0.96.

[0042] As can be seen, when the main structure volume is small, the stress ratio is close to the limit value when the design index requirements under the fortification earthquake are met. Although the rigid connection only brings a small change in overall stiffness, it has broken the "stress-stiffness balance". In order to control the beam stress ratio to be below 1 under the rigid connection, the corridor beam section is difficult to meet the architectural net height requirement, and even when the component section is increased, part of the component enters the "stiffness increases → component stress further increases" vicious cycle which cannot be controlled.

[0043] Therefore, the hinged connection becomes the optimal choice.

[0044] When the rigid connection is used to connect the suspension area and the vertical inclined brace arranged in the span adjacent to the main structure, the stiffness and internal force will change more significantly.

[0045] As can be seen, the suspension structure system of the present application can solve the difficulties that the conventional connection cannot meet the design requirements, and can meet the safety of the structural components while reducing the contribution to the stiffness of the main structure.

[0046] In summary, the above is only a preferred embodiment of the present application, and is not used to limit the protection scope of the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principles of the present application shall be included in the protection scope of the present application.

Claims

1. A suspended structure system with relatively low lateral stiffness of the main steel structure, characterized in that, The structure includes the main structure and the suspended area. The suspended area comprises cantilever trusses, lower floors, and hanging columns, all of which are prefabricated and assembled on-site. The floor beams at both ends of the lower floors along the cantilever direction are rigidly connected to the main structure, while the remaining floor beams are hinged to the main structure. The lower chord of the cantilever truss is connected to the floor beams of the lower floors, as well as to the floor beams of adjacent lower floors, through hanging columns. The beams perpendicular to the floor beams are secondary floor beams, and the secondary floor beams of the lower floors are continuous beams rigidly connected to the floor beams. Along the out-of-plane longitudinal direction perpendicular to the cantilever truss, horizontal struts are installed in-plane below each span of each floor slab in the suspended zone.

2. The suspended structure system with low lateral stiffness of the main steel structure as described in claim 1, characterized in that, One or more upper support layers are added to the cantilever truss.

3. The suspended structure system with low lateral stiffness of the main steel structure as described in claim 1 or 2, characterized in that, The web members of a cantilever truss can be one of the following: single diagonal web members, human-shaped web members, V-shaped web members, or open web trusses.

4. The suspended structure system with low lateral stiffness of the main steel structure as described in claim 1, characterized in that, The hanging columns are disconnected layer by layer and are hinged to the floor beams of each floor via pins.

5. The suspended structure system with low lateral stiffness of the main steel structure as described in claim 1, characterized in that, The suspended columns are continuous, and the floor beams are rigidly connected to the suspended columns using ring plates.

6. The suspended structure system with low lateral stiffness of the main steel structure as described in claim 1, characterized in that, The hanging columns are disconnected layer by layer and fully penetratedly welded to the floor beams of each floor.

7. The suspended structure system with low lateral stiffness of the main steel structure as described in claim 1, characterized in that, The projection lines of the horizontal supports between adjacent floor beams on the same plane form an X shape.

8. A construction method for a suspended structure system with low lateral stiffness of the main steel structure, characterized in that, Using the suspension structure system as described in claim 1, with the cantilever truss located at the top of the suspension zone, the construction method steps are as follows: Step 1: Construction of the main structure. During the construction of the main structure, except for the roof, the floor slabs of each floor are constructed layer by layer. Reinforcing bars for each floor slab of the suspended area are reserved in the area where they connect with the suspended area. Step two: Install the cantilever truss located on the top floor; Step 3: Install the secondary beams and horizontal struts on the floor where the lower chord of the cantilever truss is located; Step 4: Install the secondary beams and horizontal struts on the floor where the upper chord of the cantilever truss is located. Step 5: First, install the hanging columns and floor beams of the next floor, and then install the secondary floor beams and horizontal bracing rods in the floor slab of that floor, wherein the secondary floor beams are rigidly connected to the floor beams; Step six: Install the hanging columns, floor beams, secondary floor beams, and horizontal bracing rods in the floor slab of each lower layer in sequence, following the steps in step five. The secondary floor beams are rigidly connected to the floor beams. Step 7: Pour the concrete for each of the lower floor slabs in sequence; Step 8: Pour the floor slab of the floor where the lower chord of the cantilever truss is located; Step nine: Finally, pour the suspended roof area and the connected main structure roof in one go.

9. The construction method for a suspended structure system with low lateral stiffness of the main steel structure as described in claim 8, characterized in that, In steps five and six, the hanging columns in the lower area are rigidly or hingedly connected to the floor beams of each floor.

10. A construction method for a suspended structure system with relatively low lateral stiffness of the main steel structure, characterized in that, Using the suspension structure system as described in claim 1, with the cantilever truss located at the top of the suspension zone, the construction method steps are as follows: Step 1: Temporary supports are set up below the suspended area. The main structure and the suspended area structure connected to it are constructed simultaneously layer by layer from bottom to top. Temporary hinged connections are used between the hanging columns and floor beams in the suspended area. The floor slabs of each floor of the main structure, except for the roof, are constructed layer by layer. Step 2: After all the roof structural components have been constructed, remove the temporary supports at once to fully release the displacement. After the deformation has stabilized, perform rigid connection treatment on the hinged joints of the hanging columns and floor beams. Step 3: Pour the concrete for all floor slabs in the suspended area, except for the roof. Step 4: Pour the suspended area and the main roof structure in one go.

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