A lateral-force-resisting swing column spatial floor structure system

Abstract

The present invention discloses a lateral force-resisting rocking column spatial floor structure system, which relates to the field of building engineering technology and includes a spatial floor system, rocking columns, and a lateral force-resisting substructure; the spatial floor system includes several layers of panels, and cross-layer inclined plates are provided between adjacent panels and / or interval panels; there are several rocking columns, and several of the rocking columns are provided between adjacent panels and / or interval panels, and between panels and embedded ends; the horizontal surface of the spatial floor system is divided into horizontal areas of the lateral force-resisting substructure, and the lateral force-resisting substructure passes through the spatial floor system from top to bottom; in the lateral force-resisting substructure, several vertical components are provided between adjacent panels and / or interval panels, and the vertical components include cross-layer inclined plates, diagonal braces, and rocking columns. By adopting this solution, it is possible to combine the function and shape of the building to construct a structural lateral force-resisting substructure and the spatial floor system to jointly form a structural lateral force-resisting system to jointly resist horizontal forces.

Description

Technical Field

[0001] The present invention relates to the technical field of construction engineering, and in particular to a lateral force-resistant rocking column spatial floor structure system. Background Art

[0002] In spatial structures, when the architectural appearance requires slender vertical components and a high slenderness ratio (most columns have a slenderness ratio of over 150), this can be achieved by releasing the bending moment at both ends of the vertical components and designing them as hinged rocking columns. However, rocking columns cannot support horizontal forces, resulting in the structural system failing under these forces and failing to meet the architectural design requirements. Therefore, for spatial buildings with numerous cross-story inclined slabs and slender rocking columns, a spatial structural system capable of resisting lateral forces is urgently needed. Summary of the Invention

[0003] In order to solve the above-mentioned deficiencies, the present invention aims to provide a lateral-resistance rocking column spatial floor structural system. By adopting this solution, it is possible to combine the building function and shape to construct a lateral-resistance substructure and a spatial floor system to form a structural lateral-resistance system to jointly resist horizontal forces.

[0004] The present invention is achieved through the following technical solutions:

[0005] A lateral force resisting rocking column spatial floor structure system, comprising a spatial floor system, rocking columns and a lateral force resisting substructure;

[0006] The spatial floor system includes several layers of panels, and interlayer inclined plates are provided between adjacent panels and / or spacer panels; there are several rocking columns, and the rocking columns are provided between adjacent panels and / or spacer panels, and between panels and embedded ends;

[0007] The horizontal plane of the spatial floor system is divided into horizontal areas of a lateral force resisting substructure, and the lateral force resisting substructure runs through the spatial floor system from top to bottom;

[0008] In the lateral force resisting substructure, a number of vertical members are provided between adjacent panels and / or spacer panels, and the vertical members include cross-layer inclined plates, diagonal braces and rocking columns.

[0009] Compared with the existing technology, when the building function requires the design of a large number of cross-story inclined plates and slender structural columns, the rocking columns cannot provide lateral force resistance, and the structural system does not work under the action of horizontal forces. This solution provides a rocking column spatial floor structural system that resists lateral forces. For buildings with a large number of cross-story inclined plates and slender rocking columns, it can combine the building function and shape to construct a lateral force-resistant substructure and a spatial floor system to jointly resist horizontal forces, forming a lateral force-resistant substructure + spatial floor system + rocking column structural system. Current national standards have not yet included this structural type, and there is a technical gap in the application of this structural system. In the specific scheme, the spatial structure system includes a spatial floor system, rocking columns and a lateral force resisting substructure, wherein the spatial floor system includes several layers of panels, and several rocking columns are arranged between adjacent two side panels, between one or more layers of panels, and between the panels and the embedded ends; in order to resist horizontal forces, an lateral force resisting substructure is also provided. The lateral force resisting substructure is constructed and arranged according to the building function and the structural lateral resistance needs. In the specific construction and arrangement process, it is first necessary to divide the horizontal area of ​​the lateral force resisting substructure on the horizontal plane. The horizontal area of ​​the lateral force resisting substructure is in the vertical direction, that is, the structure composed of all components within the range from top to bottom, which is the lateral force resisting substructure. In this area, several vertical components are arranged between adjacent panels and / or spaced panels. The vertical components include cross-layer inclined plates, diagonal braces and rocking columns, that is, in this area, cross-layer inclined plates are arranged between adjacent panels, and several inclined plates and rocking columns are arranged, so that the cross-layer inclined plates, diagonal braces, rocking columns and panels are used to construct the lateral force resisting substructure.

[0010] During the specific force analysis of the above structure, under the action of vertical loads, the force transmission path of the structure is as follows: the load acts on the spatial floor system, the spatial floor system transfers the load within the relevant range to each vertical component, and the vertical components then transfer the load to the embedded end. The vertical arrangement of the swing column can be discontinuous. When the vertical arrangement of the swing column is discontinuous, the vertical load transmitted from the upper part needs to be converted through the spatial floor system at the column base to other vertical components, and then transferred to the embedded end. The elevation of the spatial floor system and the slope of the cross-layer inclined plate can be adjusted according to the functional needs of the building, abandoning the concept of structural "layers". The spatial floor system and vertical components form a whole and share the load, transferring the load from top to bottom to the embedded end.

[0011] The spatial floor system not only bears vertical loads but also, together with the lateral force-resisting substructure, forms the structure's lateral force-resisting system under horizontal forces. Under horizontal loads, the lateral force-resisting substructure and the spatial floor system work together as a whole, transferring horizontal forces from top to bottom to the embedded ends according to the building floors.

[0012] Further optimization is carried out in that the spatial floor system is vertically provided with a frame support tube in combination with the building function, the frame support tube is connected to the embedded end, and the frame support tube is a steel structure frame support tube body extending upward from the embedded end; wherein the frame support tube can also resist horizontal forces, and together with the lateral force resisting substructure, constitute a lateral force resisting system under the action of horizontal forces.

[0013] For further optimization, an energy-absorbing damper is provided in the frame support tube.

[0014] Further optimization involves the panels comprising steel multi-ribbed beams and steel plates; the spatial floor system can be composed of multi-ribbed steel beams and hot-rolled thin steel plates. The load-bearing capacity and stiffness requirements of the spatial floor system must not only support the vertical load of the floor, but also the horizontal load, while also ensuring stability.

[0015] Further optimization was performed, and the inter-story deformation index D = Δu / h, D < 1 / 50; where Δu is the displacement difference between the top and bottom of the vertical member, and h is the length of the vertical member. This is used to avoid local collapse of the structure under a major earthquake, which would cause the spatial floor system to fail in its ability to transmit horizontal forces and coordinate deformation. Based on the results of the elastic-plastic time-history analysis, the displacement of the weak spatial floor system was extracted, and the inter-story deformation index D = Δu / h (the ratio of the displacement difference between the top and bottom of the vertical member to the column length) was defined, controlling D to be < 1 / 50.

[0016] Further optimization is performed using the in-plane deformation index θ = (u3 - u1) / L, with θ ≤ 1 / 400; where u3 - u1 is the horizontal displacement difference between two points within the panel, and L is the distance between the two points. For weak spatial floor systems with large aspect ratios, an in-plane deformation index is defined to ensure sufficient in-plane stiffness and maintain elastic working conditions.

[0017] Further optimization is performed, and the second-order effect coefficient of the spatial floor system is less than 0.25, which is used to avoid the overall instability of the spatial floor system due to in-plane pressure under strong earthquakes, and to perform an overall stability analysis of the spatial floor system.

[0018] Further optimization is performed by recording the calculated shear force in the plane of the spatial floor system (1) as V1, and recording the calculated shear force of the lateral force resisting substructure (3) and the frame support tube (6) at both ends of the spatial floor system (1) on the floor as V A and V B , the smaller value of the calculated shear force of the lateral force resisting substructure (3) and the frame support tube (6) is recorded as V2 (V2=min{V A , V B}), take the larger value of the above V1 and V2 as the effect value for the in-plane shear bearing capacity verification of the space floor system (1); in this scheme, for a weak space floor system with a large length-to-width ratio, the larger value of the calculated shear force and the smaller seismic shear force of the lateral force resisting components at both ends of the weak space floor system will be taken as the lower limit value of the in-plane shear bearing capacity of the space floor system to ensure that the space floor system has sufficient in-plane shear bearing capacity.

[0019] Further optimized, the spatial floor system is fixed to the embedded end through a plurality of swing columns, and the swing columns and the embedded end are connected by a universal hinge support.

[0020] Further optimization is performed, where the rocking column and the panel are connected via a pin or a variable cross-section.

[0021] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0022] The present invention provides a lateral-force-resisting rocking column spatial floor structural system. For buildings with a large number of cross-layer inclined plates and slender structural columns, the system can combine the building function and shape to construct a lateral-force-resisting substructure and a spatial floor system to jointly resist horizontal forces, forming a lateral-force-resisting substructure + spatial floor system + rocking column structural system. This structural type has not yet been included in current national standards, and there is a technical gap in the application of this structural system. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the following briefly introduces the drawings required for use in the examples. It should be understood that the following drawings only illustrate certain embodiments of the present invention and should not be considered as limiting the scope. A person of ordinary skill in the art can also derive other relevant drawings based on these drawings without inventive effort. In the drawings:

[0024] Figure 1 A schematic structural diagram of a spatial floor structure system according to an embodiment of the present invention;

[0025] Figure 2 A schematic diagram of the composition of a spatial floor structure system according to an embodiment of the present invention;

[0026] Figure 3 A schematic structural diagram of a lateral force resisting substructure according to an embodiment of the present invention;

[0027] Figure 4 A top view of a panel of a typical weak space floor system according to an embodiment of the present invention;

[0028] Figure 5 Schematic diagrams of three connections of a swing column according to an embodiment of the present invention;

[0029] Figure 6 A schematic diagram of structural force transmission analysis of an embodiment provided by the present invention;

[0030] Figure 7 A schematic diagram of a spatial ribbed steel beam floor structure according to an embodiment of the present invention.

[0031] Markings and corresponding parts names in the accompanying drawings:

[0032] 1-spatial floor system, 11-panel, 2-sway column, 3-lateral force resisting substructure, 31-cross-layer inclined plate, 32-diagonal brace, 4-universal hinge support, 5-pin shaft, 6-frame support tube, 7-ribbed steel beam, 8-steel plate. DETAILED DESCRIPTION

[0033] In order to make the objectives, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with examples and drawings. The exemplary embodiments of the present invention and their descriptions are only used to explain the present invention and are not intended to limit the present invention.

[0034] Example 1

[0035] This embodiment 1 provides a lateral force resistant rocking column spatial floor structure system, such as Figures 1 to 7 As shown, it includes a space floor system 1;

[0036] The spatial floor system 1 includes a plurality of panels 11, with inter-layer inclined plates provided between adjacent panels 11 and / or spacer panels 11; a plurality of rocking columns 2 are provided between adjacent panels 11 and / or spacer panels 11, and between panels 11 and embedded ends;

[0037] The horizontal surface of the spatial floor system 1 is divided into horizontal areas of a lateral force resisting substructure 3, and the lateral force resisting substructure 3 runs through the spatial floor system 1 from top to bottom;

[0038] In the lateral force resisting substructure 3 , a number of vertical components are provided between adjacent panels 11 and / or spacer panels 11 , and the vertical components include cross-layer inclined plates 31 , diagonal braces 32 and rocking columns 2 .

[0039] Compared with the existing technology, when the building function requires the design of a large number of cross-layer inclined plates 31 and slender structural columns, the horizontal force is not borne by the lateral force resisting structure, resulting in the failure of the structural system to be established under the action of the horizontal force, thus failing to meet the requirements of the building plan. This solution provides a lateral force resisting rocking column spatial floor structural system. For buildings with a large number of cross-layer inclined plates 31 and slender rocking columns 2, it can combine the building function and shape and construct a lateral force resisting substructure 3 and the spatial floor system 1 according to structural needs to jointly resist the horizontal force, forming a lateral force resisting substructure 3 + spatial floor system 1 + rocking column 2 structural system. The current national standards have not yet included this structural type, and there is a technical gap in the application of this structural system. In the specific solution, the spatial structural system includes a spatial floor system 1, rocking columns 2 and a lateral force resisting substructure 3, among which, if Figure 2 As shown, the spatial floor system 1 includes several layers of panels 11. Several rocking columns 2 are arranged between adjacent panels 11, between panels 11 with one or more layers of spacing, and between panels 11 and embedded ends, thereby forming a spatial building with a spatial floor system 1 + rocking column 2 structural system. In order to resist horizontal forces, a lateral force resistance substructure 3 is also provided, as shown in FIG. Figure 3 As shown, the lateral force resisting substructure 3 is constructed and arranged according to the building function and the structural lateral force resistance needs. In the specific construction and arrangement process, it is first necessary to divide the horizontal area of ​​the lateral force resisting substructure 3 on the horizontal plane. The horizontal area of ​​the lateral force resisting substructure 3 is in the vertical direction, that is, the structure composed of all components within the range from top to bottom, that is, the lateral force resisting substructure 3. In this area, a number of vertical components are provided between adjacent panels 11 and / or spacer panels 11. The vertical components include cross-layer inclined plates 31, diagonal braces 32 and rocking columns 2, that is, in this area, cross-layer inclined plates 31 are set between adjacent panels 11, and a number of inclined plates and rocking columns 2 are set, so that the cross-layer inclined plates 31, diagonal braces 32, rocking columns 2 and panels 11 are jointly constructed to form the lateral force resisting substructure 3.

[0040] During the specific force analysis of the above-mentioned structure, under the action of vertical loads, the force transmission path of the structure is as follows: the load acts on the spatial floor system 1, the spatial floor system 1 transfers the load within the relevant range to each vertical component, and the vertical component then transfers the load to the embedded end. The vertical arrangement of the swing column 2 can be discontinuous. When the vertical arrangement of the swing column 2 is discontinuous, the vertical load transmitted from the upper part needs to be converted to other vertical components through the spatial floor system 1 at the bottom of the column, and then transferred to the embedded end. The elevation of the spatial floor system 1 and the slope of the cross-layer inclined plate 31 can be adjusted according to the functional needs of the building, abandoning the concept of structural "layers". The spatial floor system 1 and the vertical components form a whole and bear the force together, transferring the load from top to bottom to the embedded end.

[0041] The spatial floor system 1 not only bears vertical loads but also, together with the lateral force-resisting substructure 3, forms the structure's lateral force-resisting system under horizontal forces. Under horizontal loads, the lateral force-resisting substructure 3 and the spatial floor system 1 work together as a whole, transferring horizontal forces from top to bottom to the embedded ends according to the building floor level.

[0042] See also Figure 2 In this embodiment, a frame support tube 6 is provided in combination with the building function. The frame support tube 6 is connected to the embedded end. The frame support tube 6 is a steel structure frame support tube extending upward from the embedded end. The frame support tube 6 can also resist horizontal forces, and together with the lateral force resisting substructure 3, it constitutes a lateral force resisting system under the action of horizontal forces.

[0043] In this embodiment, an energy-absorbing damper is provided in the frame support tube 6 .

[0044] See also Figure 7 In this embodiment, the panel 11 comprises steel structure multi-ribbed steel beams 7 and steel plates 8; the spatial floor system 1 can be composed of multi-ribbed steel beams 7 and hot-rolled thin steel plates 8. The load-bearing capacity and stiffness requirements of the spatial floor system 1 must not only be able to bear the vertical load of the floor, but also the horizontal load, while also ensuring stability.

[0045] See also Figure 5 In this embodiment, the spatial floor system 1 is fixed to the embedded end through a plurality of swing columns 2, and the swing columns 2 and the embedded end are connected through a universal hinge support 4.

[0046] See also Figure 5 In this embodiment, the rocking column 2 and the panel 11 are connected via a pin 5 or a variable cross-section.

[0047] Example 2

[0048] This embodiment 2 is further optimized on the basis of embodiment 1, such as Figure 6 As shown, a specific implementation method and stress analysis thereof are provided.

[0049] A building with five floors above ground and three floors below ground, a height of 23.75 meters, and a floor area of ​​6,275 square meters, is primarily used for commercial purposes. Its structural system utilizes six frame-supported tubes, braces, inclined slabs, and two rocking columns. The lateral-resisting vertical members utilize six steel frame-supported tubes, braces, and inclined slabs. The remaining vertical members utilize two steel rocking columns, which bear only vertical static loads. The spatial floor system (1) consists of seven steel ribbed beams and eight steel plates. The building has a rectangular plan with axial dimensions (length × width) of 96.6 × 35.7 meters, an aspect ratio of 2.7 < [6.0], and a height-to-width ratio of 0.67 < [6.5]. The basement roof is embedded in reinforced concrete, and the steel frame-supported tube (6) is continued in the corresponding location in the basement with a reinforced concrete shear wall.

[0050] Force transmission under vertical load:

[0051] Under vertical loads, the structure's force transmission path is as follows: the load acts on the spatial floor system 1, which transfers the load within the relevant range to each vertical component (including the frame support tube 6, inclined plates, supports, and rocking columns 2). The vertical components then transfer the load to the embedded end. Some rocking columns 2 are discontinuous in their vertical arrangement, and the vertical load transmitted from above needs to be converted through the spatial floor system 1 at the column base to other vertical components before being transferred to the embedded end. The spatial floor system 1 has a complex elevation, with numerous slopes connecting the upper and lower floors. There is no clear concept of "layers." The spatial floor system 1 and the vertical components form a whole, sharing the load and transferring the load to the embedded end.

[0052] Force transmission under horizontal load:

[0053] When horizontal forces act on the structure, the short-direction component of each floor's plan is transmitted from top to bottom through the frame support tubes 6, the end support system, and other inter-story inclined plates to the embedded ends. The long-direction component of each floor's plan is transmitted through the frame support tubes and inter-story inclined plates (if some inter-story inclined plates are missing, only the frame support tubes 6 are used). In the short-direction, the end support system and frame support tubes 6 are arranged asymmetrically in the plan view. In the long-direction, due to the large distance between the tubes and the building ends and the long transmission path of horizontal forces, the spatial floor system 1 needs to bear a greater coordination and force transmission role under earthquake and wind loads.

[0054] Design measures to ensure the normal operation of space floor system 1:

[0055] The spatial floor system 1 is spatially integrated with several inter-story inclined plates 31 and panels, which, together with the frame support tubes 6 and the lateral force-resisting substructure 3, form the structural lateral force resistance system. The spatial floor system 1 should have sufficient bearing capacity under earthquakes, and performance analysis was conducted under different earthquake levels.

[0056] To prevent local collapse of the structure during a major earthquake, which would result in the inability of the spatial floor system 1 to transmit horizontal forces and coordinate deformation, the displacement of the weak spatial floor system 1 was extracted based on the results of elastic-plastic time-history analysis. The inter-story deformation index D was defined as D = Δu / h (the ratio of the displacement difference between the top and bottom of the vertical component to the column length), and D was controlled to be less than 1 / 50; where Δu is the displacement difference between the top and bottom of the vertical component, and h is the length of the vertical component.

[0057] like Figure 4 As shown, for the weak space floor system 1 with a large aspect ratio, the in-plane deformation index θ = (u3-u1) / L is defined as Figure 5 As shown, θ is controlled to be ≤ 1 / 400 to ensure that the spatial floor system 1 has sufficient stiffness within the plane and maintains an elastic working state; where u3-u1 is the displacement difference between two points in the horizontal direction of the panel 11, and L is the distance between the two points.

[0058] In order to prevent the spatial floor system 1 from being destabilized as a whole due to the in-plane pressure under a strong earthquake, an overall stability analysis of the spatial floor system 1 is performed to control its second-order effect coefficient to be less than 0.25.

[0059] For weak space floor system 1 with large length-to-width ratio, such as Figure 4 As shown, in Figure 4 In the figure, the lateral force resisting substructure 3 and the frame support tube 6 are respectively arranged at the two ends of the weak plate strip of the spatial floor system 1. The calculated shear force in the weak plate strip is recorded as V1, and the calculated shear force of the lateral force resisting substructure 3 at one end of the weak plate strip of the spatial floor system 1 on the floor is recorded as V A , the calculated shear force of the other end of the weak plate strip of the spatial floor system 1 frame support tube 6 on this floor is recorded as V B , the smaller value of the calculated shear force of the lateral force resisting substructure at both ends is recorded as V2 (V2=min{V A , V B}); Take the larger value of V1 and V2 as the effect value for checking the in-plane shear bearing capacity of the weak space floor system to ensure that the space floor system 1 has sufficient in-plane shear bearing capacity.

[0060] Main design structure:

[0061] The spatial floor system 1 is composed of densely ribbed steel beams 7 and hot-rolled thin steel plates 8. Horizontal diagonal bracing is provided within the spatial floor system 1 to address areas of weak in-plane stiffness. The rocking columns 2 are connected to the spatial floor system 1 using pins 5 or a variable-section structure, and are connected to the embedded end using universal hinge supports 4.

[0062] Seismic test verification:

[0063] Through simulated earthquake shaking table tests, the main period and base shear test results of the structure were compared with the numerical analysis results under multiple earthquakes. As shown in Tables 1 and 2, the tests verified the correctness of the seismic design method, calculation theory, and mechanical model adopted in this project.

[0064]

[0065] Table 1 Comparison of periodic test results and numerical calculation results

[0066]

[0067] Table 2 Comparison of average shear-to-weight ratio test results and numerical calculation results

[0068] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A lateral force-resisting rocking column spatial floor structure system, characterized in that: It includes a spatial floor system (1), a rocking column (2), and a lateral force resisting substructure (3); The spatial floor system (1) comprises a plurality of panels (11), and a cross-layer inclined plate (31) is provided between adjacent panels (11) and / or spacer panels (11); the plurality of rocking columns (2) are provided between adjacent panels (11) and / or spacer panels (11), and between the panels (11) and the embedded ends; The horizontal plane of the spatial floor system (1) is divided into horizontal areas of a lateral force resisting substructure (3), and the lateral force resisting substructure (3) is passed through the spatial floor system (1) from top to bottom; In the lateral force resisting substructure (3), a plurality of vertical members are provided between adjacent panels (11) and / or spacer panels (11), wherein the vertical members include cross-layer inclined plates (31), diagonal braces (32) and rocking columns (2); A frame support cylinder (6) is vertically provided in the spatial floor system (1), the frame support cylinder (6) is connected to the embedded end, and the frame support cylinder (6) is a steel structure frame support cylinder body extending upward from the embedded end; The lateral force resisting substructure (3) and the frame support tube (6) are respectively arranged at the two ends of the weak plate strip of the spatial floor system (1); The calculated shear force in the plane of the spatial floor system (1) is recorded as V1, and the calculated shear forces of the lateral force resisting substructure (3) and the frame support tube (6) at both ends of the spatial floor system (1) on the floor are recorded as V A and V B The smaller value of the calculated shear force of the lateral force resisting substructure (3) and the frame support tube (6) is recorded as V2 (V2=min{V A , V B }), take the larger value of V1 and V2 as the effect value for checking the in-plane shear bearing capacity of the spatial floor system (1).

2. The lateral force-resisting rocking column spatial floor structure system according to claim 1, characterized in that: An energy-dissipating damper is provided in the frame support tube (6).

3. The lateral force-resisting rocking column spatial floor structure system according to claim 1, characterized in that: The panel (11) comprises a steel structure multi-ribbed beam and a steel plate.

4. The lateral force-resisting rocking column spatial floor structure system according to claim 1, characterized in that: The inter-story deformation index D = Δu / h, D < 1 / 50; where Δu is the displacement difference between the top and bottom of the vertical member, and h is the length of the vertical member.

5. The lateral force-resisting rocking column spatial floor structure system according to claim 1, characterized in that: The in-plane deformation index θ = (u3-u1) / L, θ≤1 / 400; where u3-u1 is the displacement difference between two points in the horizontal direction of the panel (11), and L is the distance between the two points.

6. The lateral force-resisting rocking column spatial floor structure system according to claim 1, characterized in that: The second-order effect coefficient of the spatial floor system (1) is less than 0.

25.

7. The lateral force-resisting rocking column spatial floor structure system according to claim 1, characterized in that: The spatial floor system (1) is fixed to the embedded end via a plurality of swing columns (2), and the swing columns (2) and the embedded end are connected via a universal hinge support (4).

8. The lateral force-resisting rocking column spatial floor structure system according to claim 1, characterized in that: The rocking column (2) and the panel (11) are connected via a pin (5) or a variable cross-section.

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