Complex asymmetric three-ring stacked large-span conjoined structure

Abstract

The invention relates to the field of building structures, and discloses a complex asymmetric three-ring stacked large-span conjoined structure which is characterized in that a suspension annular body is asymmetrically located on a first landing annular body and a second landing annular body and forms a plurality of suspension areas, and the complex asymmetric three-ring stacked large-span conjoined structure further comprises a top annular steel truss and a davit; the top annular steel truss is supported on vertical components of overlapped parts of the first landing annular body, the second landing annular body and the suspension annular body; a plurality of steel supporting cylinders are intensively arranged at the root parts of the corresponding suspended areas, and steel columns of the steel supporting cylinders are downwards inserted into steel reinforced concrete frame columns of the lower shear wall; the upper end of the davit is rigidly connected with the top annular steel truss, and the lower end of the davit is rigidly connected with a floor structure of a suspension area of the suspension annular body. The invention has the beneficial effects that huge and unbalanced overhanging load can be safely and directly guided to the limited vertical supporting component at the lower part, so that the overall stability of the structure is ensured.

Description

Technical Field

[0001] This invention relates to the field of building structures, and more specifically to a complex asymmetric three-ring stacked large-span connected structure. Background Technology

[0002] As modern architecture strives for breakthroughs and landmark status, numerous interconnected structural buildings with complex shapes and asymmetrical spatial relationships have emerged. Among them, a new architectural form—comprising multiple ring-shaped building volumes stacked asymmetrically, with a large-area, long-span suspended floor at the top—has garnered significant attention due to its striking visual impact and spatial uniqueness. This type of architecture breaks away from the regularity and symmetry of traditional structures. While achieving architectural creativity and iconic status, it also presents unprecedented challenges to structural system design, requiring an innovative structural solution that can safely bear gravity and horizontal loads, achieve a suspended aesthetic effect, and ensure economic rationality.

[0003] For the aforementioned complex building forms, conventional frame-core tube structures, ground-mounted cantilever structures, or simple connected structures are all unsuitable. The fundamental reason is that the asymmetrical, minimally overlapping volumetric relationship means that the loads in the upper cantilevered areas cannot be directly and effectively transferred to the limited vertical support members below using traditional methods. This results in unclear force transmission paths, poor overall structural integrity, and a tendency for critical components to bear enormous tensile forces or unbalanced bending moments. Insufficient lateral and torsional stiffness leads to inadequate load-bearing capacity. Furthermore, the large-span annular cantilever members experience complex stress states, facing combined compression, bending, shear, and torsion. Conventional design methods often overlook spatial effects such as warping and torsion, posing safety hazards. Additionally, traditional cantilever structures require fully steel-supported steel trusses on the facade, resulting in poor facade transparency and impacting the building's appearance and visibility. Therefore, current technology lacks a complete new structural system that can systematically solve the force transmission mechanism, component design, and overall stability problems of such complex, asymmetrical, three-ring stacked, large-span connected structures. Summary of the Invention

[0004] To address the aforementioned technical problems, this invention provides a complex, asymmetrical, three-ring stacked, large-span continuous structure. This solves the problems of unclear force transmission paths and poor overall integrity in traditional methods, significantly improving the load transfer dilemma caused by asymmetrical and less overlapping volume relationships. It enables huge and unbalanced cantilever loads to be safely and directly guided to the limited vertical support components below, ensuring the overall stability of the structure and improving the transparency and visual effect of the building facade.

[0005] This invention is achieved through the following technical solution:

[0006] A complex asymmetric three-ring stacked large-span connected structure includes a first grounded annular body, a second grounded annular body, and a suspended annular body. The suspended annular body is asymmetrically positioned above the first and second grounded annular bodies, forming several suspended areas. It also includes a top annular steel truss and hanging columns. The top annular steel truss is supported on vertical members at the overlapping portions of the first, second, and suspended annular bodies. Several steel support cylinders are concentrated on the upper part of the shear wall where the projections of the first, second, and suspended annular bodies intersect. The steel columns of the steel support cylinders are inserted downwards into the steel-concrete frame columns of the lower shear wall. The upper end of the hanging column is rigidly connected to the top annular steel truss, and the lower end is rigidly connected to the floor structure of the suspended annular body's suspended area.

[0007] The beneficial effects of this invention are that, by employing a structural system of a top-mounted annular steel truss suspension combined with concentrated steel support tubes at the base, the load transfer path of the suspended annular body is fundamentally optimized. Specifically, the load of the asymmetrical suspended area is efficiently transferred upwards to the top annular steel truss through the suspended columns. This truss, acting as a rigid foundation in the air, redistributes the load and concentrates it to several steel support tubes located at the base of the cantilever. These steel support tubes, through their steel columns, are inserted downwards into the steel-concrete frame columns of the lower shear wall, forming a clear, continuous, and efficient force transfer path from the cantilever end to the foundation. This structural system fundamentally solves the problems of unclear force transfer paths and poor overall integrity in traditional methods, significantly improving the load transfer dilemma caused by asymmetrical and less overlapping volume relationships. It allows the huge and unbalanced cantilever load to be safely and directly guided to the limited vertical support members below, thus laying a solid foundation for controlling the tension and bending moment of key components and improving the overall structural stability. The upper end of the suspended column is rigidly connected to the top annular steel truss, and the lower end is rigidly connected to the floor structure of the suspended annular area, replacing the diagonal support and improving the transparency and visual effect of the building facade.

[0008] In some embodiments, the top annular steel truss is an annular cantilevered box that constitutes spatial stiffness, and the annular cantilevered box includes:

[0009] The outer and inner ring trusses, arranged concentrically along the ring, serve as the main circumferential chords of the box body, bearing the axial force and bending moment generated by cantilever and suspended loads.

[0010] Multiple radial trusses are arranged at intervals along the circumferential direction of the ring, and the two ends of the radial trusses are rigidly connected to the outer ring truss and the inner ring truss, respectively.

[0011] A horizontal support system is installed at multiple different floor levels. Each horizontal support system is hinged to the outer ring truss, inner ring truss, and radial truss at the corresponding floor level, forming multiple continuous closed rigid rings in the vertical direction. The horizontal support system works in conjunction with the floor slab to maintain the geometric stability of the annular cantilever box section and effectively transfer the horizontal loads of each floor to the lateral force resisting members. Due to the use of a spatial annular cantilever box structure rigidly connected by outer ring trusses, inner ring trusses, radial trusses, and multi-layer horizontal support systems, the box structure acts like a robust spatial annular box beam. It not only serves as a reliable anchor point for the suspended columns, efficiently bearing the huge vertical loads and bending moments generated by cantilever and suspended loads, but also eliminates the defects of insufficient lateral and torsional stiffness of conventional annular trusses, ensuring the stability of the cross-sectional geometry under complex loads, and providing a clear and efficient transfer path for the horizontal loads of each floor, thereby improving the overall stability and safety of the entire structural system.

[0012] In some embodiments, the annular cantilevered box truss has a double-layer truss at the root corresponding to the maximum cantilever area of ​​the suspended annular body, while the remaining sections have a single-layer truss. In the non-cantilevered ground areas, the cross-sections of the truss members are reduced, creating a structural difference from the cantilevered areas. By employing a differentiated structure with a double-layer truss at the root of the maximum cantilever section and a single-layer truss with reduced member cross-sections in other sections, maximum stiffness and load-bearing capacity are achieved in the areas with the most severe cantilever stress through a local double-layer structure, while materials are saved by simplifying the structure in the less stressed ground areas. This effectively controls the total steel consumption and engineering cost while ensuring the absolute safety of critical areas.

[0013] In some embodiments, the outer ring truss chord located in the maximum overhang region has a welded box section. The section design of the outer ring truss chord is analyzed based on the spatial beam theory considering warping degrees of freedom, and its strength must satisfy the following combined stress verification formula:

[0014] ;

[0015] Among them, shear stress : ;

[0016] Section shear strength Calculate using the following formula: ;

[0017] In the formula: V is the design value of the shear force acting along the web plane of the calculated section; S is the area moment of the gross section about the neutral axis above (or below) the calculated shear stress point; I is the gross section moment of inertia of the member; The thickness of the web of the component; This is the design value for the shear strength of the steel.

[0018] Shear stress generated by free torque: ;

[0019] Warp shear stress generated by warp torque: ;

[0020] Normal stress : ;

[0021] in, The pure torque of the outer ring truss chord section The warping torque of the outer ring truss chord section; The static warping moment of the outer ring truss chord section; The warping moment of inertia of the outer ring truss chord section; The torsional moment of inertia of the outer ring truss chord section; Let N be the section thickness at the calculation point of the outer ring truss chord section; N is the axial force borne by the chord section; and A is the cross-sectional area of ​​the chord. and These are the bending moments of the chord section about its own centroidal principal axes u and v, respectively, where the u axis lies in the web plane of the box section and the v axis is perpendicular to the web plane; and Let be the section modulus of the chord section corresponding to the u-axis and v-axis, respectively; B be the constraint torsional moment; and ω be the sector area coordinates of the calculation point on the chord section. This refers to the design value of the bending strength of the steel. These are the normal stress components generated by axial force and bending moment. The warping normal stress component is generated by the constrained torsional moment B; and for the chord, under vertical load, the ratio of the maximum value of the warping normal stress component to the maximum value of the normal stress component is 15% to 40%. By employing a spatial beam theory considering warping degrees of freedom and applying a refined combined stress verification formula including warping stress terms to the chord section, and limiting the contribution of warping stress to 15% to 40%, the analysis accuracy for the extremely complex stress state of large-span annular cantilever components under combined compression, bending, shear, and torsion is improved. This corrects the significant safety hazard of conventional design neglecting the spatial effects of warping and torsion. By quantitatively proving and forcibly controlling the significant influence of warping stress (15%-40%), it ensures that under the most unfavorable working conditions, the section design of the key chord can realistically and safely resist all spatial stresses, thereby filling the technical blind spot of traditional design methods when facing such complex components and eliminating potential failure risks caused by design underestimation.

[0022] In some embodiments, at least two of the steel support cylinders are disposed within the first and / or second grounding annular bodies, and structural steel is provided along the entire height of the lower shear wall limb containing the steel support cylinders, wherein the cross-sectional area of ​​the structural steel is... Reinforcement ratio of vertically distributed steel bars in the wall pier The following design conditions must be met:

[0023] The nominal tensile stress borne by the reinforcing bars and structural steel in the shear wall segment under the combined effects of frequent earthquakes and standard vertical loads. And the corresponding calculated crack width ;

[0024] in, and The value is determined based on the maximum axial tension ratio of the wall segment under vertical load. By employing full-height steel sections within the shear wall segment under the steel support tube, combined with a high reinforcement ratio, and strictly limiting the design conditions of nominal tensile stress (≤100MPa) and crack width (≤0.1mm) under frequent earthquake combinations, the traditional concrete wall is transformed into a composite tensile member with steel sections and reinforcing bars working together. This achieves extremely high standards for controlling stress and cracking during the service stage, directly addressing the prominent problem of tension on the supporting wall segment caused by asymmetric cantilever. Through precise construction and quantitative indicators, it ensures that components on the critical force transmission path maintain extremely high integrity and durability even under extreme loads, effectively solving the technical problem of severe cracking or even failure in traditional structures at this point.

[0025] In some embodiments, for the same wall segment, under the design earthquake action, the structural steel and reinforcing steel jointly bear the entire tensile force, and their average nominal tensile stress does not exceed twice the standard value of concrete tensile strength, while controlling the tensile stress of the reinforcing steel and structural steel. The corresponding calculated crack width By adopting a graded design strategy for the same tension wall segment under higher seismic conditions, controlling its average nominal tensile stress to be no more than twice the standard value of concrete tensile strength, and strictly limiting the tensile stress of steel bars and structural steel (≤200MPa) and crack width (≤0.3mm), the graded control of "no damage in minor earthquakes and repairable in moderate earthquakes" not only ensures normal service performance under frequent earthquakes, but also ensures that the damage to key wall segments is strictly limited to a controllable range under seismic conditions, avoiding catastrophic damage and providing multi-layered safety protection for this complex connected structure.

[0026] In some embodiments, the suspended area of ​​the suspended annular structure is a suspended steel structure, on which multiple tuned mass dampers are installed. After tuning, the parameters of the tuned mass dampers ensure that the maximum vertical peak acceleration of the suspended steel structure under a standard crowd-induced load model is no greater than 0.05 m / s². By employing tuned mass dampers (TMDs) in the suspended steel structure and controlling the peak acceleration of the floor slab vibration to no more than 0.05 m / s², the vibration comfort problem easily caused by the gentleness of large-span cantilevered floors is proactively and efficiently solved. The TMD system absorbs and dissipates the vibration energy of the floor slab, reducing the vibration response caused by human activity to an imperceptible level, improving the building's usability and human comfort, and ensuring that the structure provides a comfortable spatial experience while satisfying its aesthetic requirements.

[0027] In some embodiments, the outermost floor frame beam end of the suspended annular area is hingedly connected to the corresponding vertical members of the first and / or second grounded annular structures. The vertical members include grounded frame columns and shear walls. By designing the outermost floor frame beam of the suspended annular area to the vertical members of the grounded annular structure as a hinged connection, the bending moment constraint at the beam end is actively released, thus forming a novel hinged connection between the two. This effectively reduces the seismic bending moment transmitted to the grounded structure due to abrupt changes in connection stiffness, significantly reduces the seismic internal forces in the connected portion and its adjacent areas, and improves the overall seismic performance of the structure. It cleverly mitigates the seismic amplification effect common in connected structures while ensuring effective transmission of vertical loads and horizontal shear forces, thereby enhancing the seismic robustness of the structural system.

[0028] In some embodiments, the maximum cantilever area of ​​the suspended annular structure is constructed using pre-arching, with its stiffness designed such that the calculated vertical deflection under dead load is no greater than 1 / 4900 of its span, and the calculated vertical deflection under a combination of dead and live loads is no greater than 1 / 1413 of its span. By employing pre-deformation measures, the vertical deformation of the maximum cantilever area of ​​the suspended annular structure is controlled to achieve deflection control targets of 1 / 4900 and 1 / 1413 under the combination of dead and live loads, respectively. This ensures strict control over the deformation of the structure under gravity and service loads, guaranteeing not only the visual straightness and stability of the building during long-term use, meeting the aesthetic requirements of high-end architecture, but also providing the structural system with extremely high overall stiffness and resistance to deformation, ensuring safety and reliability.

[0029] In some embodiments, the cross-section of the suspension column is gradient-set according to the cantilever length and stress magnitude at its location. In the maximum cantilever area, Q420GJ round steel pipes with a cross-section of Φ900×50 or Φ1000×60 are used, while in other cantilever areas, Q345GJ round steel pipes with a cross-section of Φ700×20 or Φ800×30 are used. By adopting a gradient-set cross-section design based on cantilever length and stress magnitude, using large-section high-strength steel (such as Φ1000×60 Q420GJ) in the maximum cantilever area and gradually decreasing it towards other areas (such as Φ700×20 Q345GJ), the material strength and distribution of the suspension column system are optimized. This ensures that each suspension column has an appropriate safety reserve, maximizing the conservation of high-strength steel usage while guaranteeing the absolute safety of the overall suspension system.

[0030] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0031] 1. The load of the asymmetrical suspended area is efficiently transferred upward to the top ring steel truss through the hanging columns. The truss, as a rigid foundation in the air, redistributes the load and concentrates it to several steel support tubes set at the root of the cantilever. These steel support tubes are inserted downward into the steel-concrete frame columns of the lower shear wall through their steel columns, forming a clear, continuous and efficient force transmission path from the end of the cantilever to the foundation.

[0032] 2. By adopting the spatial beam theory that considers warping degrees of freedom and applying a refined combined stress verification formula that includes warping stress terms to the chord section, and limiting the contribution of warping stress to 15% to 40%, the analysis accuracy of large-span annular cantilever components facing extremely complex stress states under combined compression, bending, shear, and torsion is improved. This corrects the major safety hazards of conventional design neglecting the spatial effects of warping and torsion. By quantitatively proving and forcibly controlling the significant impact of warping stress (accounting for 15%-40%), it ensures that under the most unfavorable working conditions, the section design of the key chord can truly and safely resist all spatial stresses. This fills the technical blind spot of traditional design methods when facing such complex components and eliminates the potential failure risk caused by underestimation of design.

[0033] 3. The outermost floor frame beam of the suspended ring structure is designed to be hinged to the vertical members of the grounded ring structure. This actively releases the bending moment constraint at the beam end, thus forming a new type of hinged connection between the two. This effectively reduces the seismic bending moment transmitted to the grounded structure due to abrupt changes in connection stiffness, significantly reduces the seismic internal forces in the connected part and its adjacent areas, and improves the overall seismic performance of the structure. It cleverly alleviates the seismic amplification effect common in connected structures while ensuring the effective transmission of vertical loads and horizontal shear forces, thereby enhancing the seismic robustness of the structural system.

[0034] 4. The upper end of the suspended column is rigidly connected to the top annular steel truss, and the lower end is rigidly connected to the floor structure of the suspended annular area, replacing the diagonal support, which improves the transparency and visual effect of the building facade. In addition, since the two rings on the ground adopt a reinforced concrete structure and the upper suspended area adopts a steel structure hybrid system, the structure is also more economical. Attached Figure Description

[0035] To more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the accompanying drawings used in the embodiments will be briefly described below. It should be understood that the following drawings only show some embodiments of the present invention and should not be considered as a limitation of the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort. In the drawings:

[0036] Figure 1 This is a structural diagram of the present invention;

[0037] Figure 2 This is a plan view of the roof truss structure of the ground-mounted annular body and the suspended annular body in this invention;

[0038] Figure 3 This is a plan view of the suspended floor TMD layout of the present invention;

[0039] Figure 4 This is a structural diagram of the outer ring truss in this invention;

[0040] Figure 5 This is a structural diagram of the inner ring truss in this invention;

[0041] Figure 6 This is a structural diagram of the central ring truss in this invention;

[0042] Figure 7 This is a structural diagram of the multi-radial truss in this invention;

[0043] Figure 8 This is a structural diagram of the steel beams on the top truss floor in this invention;

[0044] Figure 9 This is a structural diagram of the top annular steel truss in this invention;

[0045] Figure 10 This refers to the stress ratio of the horizontal supports in the top truss layer of this invention.

[0046] Figure 11 This is a simulation diagram of the vertical vibration mode in this invention;

[0047] Figure 12 This is a force transmission path diagram of the load in the suspended area in this invention;

[0048] Figure 13This is a schematic diagram of the TMD structure in this invention;

[0049] Figure 14 This is a structural diagram of the suspended steel structure in this invention;

[0050] Figure 15 This is a typical elevation view of the support cylinder in this invention.

[0051] The attached diagram shows the markings and corresponding component names:

[0052] First ground-mounted ring body 10, second ground-mounted ring body 20, suspended ring body 30, outer ring truss 11, inner ring truss 12, multiple radial trusses 13, suspended area 31, top ring steel truss 32, ground-mounted frame column 14, shear wall 15, suspended steel structure 16, hinge bolt 161, mass block 171, spring 172, tuned mass damper 17, guide column 174, steel support tube 18, middle ring truss 19, horizontal support system 40, steel-concrete frame column 42, hanging column 43, top truss floor steel beam 44. Detailed Implementation

[0053] To make the objectives, technical solutions, and advantages of the present invention clearer, the present invention will be further described in detail below with reference to the embodiments and accompanying drawings. The illustrative embodiments and descriptions of the present invention are only used to explain the present invention and are not intended to limit the present invention.

[0054] Throughout this specification, references to "an embodiment," "an example," or "an example" mean that a particular feature, structure, or characteristic described in connection with that embodiment or example is included in at least one embodiment of the invention. Therefore, the phrases "an embodiment," "an example," "an example," or "an example" appearing in various places throughout the specification do not necessarily refer to the same embodiment or example. Furthermore, specific features, structures, or characteristics can be combined in one or more embodiments or examples in any suitable combination and / or sub-combination. Moreover, those skilled in the art will understand that the illustrations provided herein are for illustrative purposes and are not necessarily drawn to scale. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0055] In the description of this invention, the terms "front", "rear", "left", "right", "up", "down", "vertical", "horizontal", "high", "low", "inner", and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limiting the scope of protection of this invention.

[0056] The terms "first," "second," etc., used in this invention are merely for clarity of description and are not intended to limit any order or emphasize importance. Furthermore, the term "connection" as used herein, unless otherwise specified, can refer to a direct connection or an indirect connection via other components.

[0057] Example

[0058] like Figures 1-15 As shown, this embodiment provides a complex asymmetric three-ring stacked large-span connected structure, including a first grounded annular body 10, a second grounded annular body 20, and a suspended annular body 30. The suspended annular body 30 is asymmetrically positioned above the first grounded annular body 10 and the second grounded annular body 20, forming several suspended areas 31. It also includes a top annular steel truss 32 and hanging columns 43. The top annular steel truss 32 is supported on the vertical members of the overlapping portions of the first grounded annular body 10, the second grounded annular body 20, and the suspended annular body 30. Four steel support cylinders 18 are centrally located at the root of the corresponding suspended areas. The steel columns of the steel support cylinders 18 are inserted downward into the steel-concrete frame columns 42 of the lower shear wall 15, to a depth of more than one floor. The upper end of the hanging column 43 is rigidly connected to the top annular steel truss 32, and the lower end is rigidly connected to the floor structure of the suspended area 31 of the suspended annular body 30.

[0059] See Figures 1-14 The top annular steel truss 32 is an annular cantilevered box that constitutes spatial stiffness, and the annular cantilevered box includes:

[0060] The outer ring truss 11 and the inner ring truss 12, arranged concentrically along the ring, serve as the main circumferential force-bearing chords of the box body, bearing the axial force and bending moment generated by cantilever and suspended loads;

[0061] Multiple radial trusses 13 are located in the largest suspended area and are arranged at intervals along the circumferential direction of the ring. The two ends of the radial trusses are rigidly connected to the outer ring truss 11 and the inner ring truss 12, respectively.

[0062] Horizontal support systems 40 are installed at multiple different floor levels. Each horizontal support system 40 is hinged to the outer ring truss 11, inner ring truss 12, and radial truss at the corresponding floor level, forming multiple continuous closed rigid rings in the vertical direction. The horizontal support systems 40 work in conjunction with the floor slabs to maintain the geometric stability of the annular cantilever box section and effectively transfer the horizontal loads of each floor to the lateral force resisting members. Due to the use of a spatial annular cantilever box structure rigidly connected by the outer ring truss 11, inner ring truss 12, radial truss, and multi-layer horizontal support systems 40, the box structure acts like a robust spatial annular box beam. It not only serves as a reliable anchor point for the hanging columns 43, efficiently bearing the huge axial force and bending moment generated by the cantilever and suspended loads, but also eliminates the defects of insufficient lateral and torsional stiffness of conventional annular trusses, ensuring the stability of the cross-sectional geometry under complex loads, and providing a clear and efficient transfer path for the horizontal loads of each floor, thereby improving the overall stability and safety of the entire structural system.

[0063] See Figures 1-9 The annular cantilever box also includes a middle ring truss 19, which is located in the largest cantilever area. The middle ring truss 19 is located between the corresponding outer ring truss 11 and inner ring truss 12, and is fixedly connected to the top truss floor steel beam 44. The top truss floor steel beam 44 is circular in shape.

[0064] Specifically, the horizontal support system 40 is a key component constituting the horizontal rigid partition of the annular cantilever box structure. It includes: horizontal steel beams (or horizontal trusses) at each floor level, vertical cross bracing or K-shaped bracing between the horizontal steel beams, and steel truss floor slabs or composite floor slabs that work in conjunction with the structure of that floor. The core function of this system is to form a continuous closed loop with extremely high stiffness in the horizontal plane through the rigid connection between the horizontal steel beams and the truss chords 45 of the radial truss and the inner and outer ring trusses 11, and in conjunction with the floor slab. This rigid loop, set vertically in multiple layers, acts like adding multiple stiffening ribs to the annular box structure, effectively constraining the deformation of the box section, maintaining its geometric stability, and reliably transferring horizontal loads such as wind loads and seismic forces borne by the floor to the outer ring truss 11, inner ring truss 12, and radial trusses, ultimately distributing them to lateral force resisting components such as the steel support tube 18 and frame columns. Therefore, the horizontal support system 40 in this invention is a composite structural subsystem that integrates load-bearing, support, force transmission and overall stability assurance functions, rather than just a regular floor slab that bears vertical loads.

[0065] Specifically, the annular cantilevered box truss is configured with a double-layer truss at the root of the maximum cantilevered area 31 corresponding to the suspended annular body 30, while the remaining sections are single-layer trusses. In the non-cantilevered ground areas, the cross-sections of the truss members are reduced, creating a structural difference from the cantilevered areas. By employing a differentiated structure—a partial double-layer truss at the root of the maximum cantilevered section and a single-layer truss with reduced member cross-sections in the non-cantilevered sections—maximum stiffness and load-bearing capacity are achieved in the areas with the most severe cantilever stress through the partial double-layer structure, while materials are saved by simplifying the structure in the less stressed ground areas. This effectively controls the total steel consumption and project cost while ensuring absolute safety in critical areas.

[0066] See Figures 3 to 9 The truss chord 45 of the outer ring truss 11 located in the maximum cantilever area has a welded box section. The section design of the truss chord 45 is analyzed based on the spatial beam theory considering warping degrees of freedom, and its strength must meet the following combined stress verification formula:

[0067] ;

[0068] Among them, shear stress : ;

[0069] Section shear strength Calculate using the following formula: ;

[0070] In the formula: V is the design value of the shear force acting along the web plane of the calculated section; S is the area moment of the gross section about the neutral axis above (or below) the calculated shear stress point; I is the gross section moment of inertia of the member; The thickness of the web of the component; This is the design value for the shear strength of the steel.

[0071] Shear stress generated by free torque : ;

[0072] Warping shear stress generated by warping torque : ;

[0073] The pure torque of the outer ring truss chord section The warping torque of the outer ring truss chord section; The static warping moment of the outer ring truss chord section; The warping moment of inertia of the outer ring truss chord section; The torsional moment of inertia of the outer ring truss chord section; The section thickness at the calculation point of the outer ring truss chord section is shown.

[0074] Normal stress : Where N is the axial force borne by the chord section, and A is the cross-sectional area of ​​the chord. and These are the bending moments of the chord section about its own centroidal principal axes u and v, respectively, where the u axis lies in the web plane of the box section and the v axis is perpendicular to the web plane; and Let be the section modulus of the chord section corresponding to the u-axis and v-axis, respectively; B be the constraint torsional moment; and ω be the sector area coordinates of the calculation point on the chord section. This refers to the design value of the bending strength of the steel. These are the normal stress components generated by axial force and bending moment. The warping normal stress component is generated by the constrained torsional double moment B; and for the chord, under vertical load, the ratio of the maximum value of the warping normal stress component to the maximum value of the normal stress component is 15% to 40%.

[0075] To reveal the significant error caused by the conventional design neglecting torque effects, we conducted comparative calculations:

[0076] 1. Foundation stress Take only the part of the formula that considers axial force and bending moment, i.e. This represents the stress calculated using conventional design methods (ignoring torque).

[0077] 2. Total stress : Take all terms of the formula, i.e. This represents the total stress used in this invention, reflecting the actual stress state.

[0078] 3. Warping stress ( ): This refers to the torque contribution term in the formula. .

[0079] The outer ring truss chords located in the region of maximum cantilever exhibit extremely complex stresses. To reveal blind spots in conventional design, this invention employs seven-degree-of-freedom spatial beam elements for detailed analysis, and compares the results with those of conventional models. Key data are shown in the table below:

[0080] Table 1: Comparison of stress in critical chords with and without considering torque (unit: MPa)

[0081] Member Number Foundation stress Warping stress ( ) Total stress Warping stress ratio Shear stress Corner combined stress considering torque B1 97.0 38.6 135.6 ≈39.7% 45.7 142.7 B2 159.2 37.7 196.9 ≈23.7% 48.0 194.3 B5 94.5 20.8 115.3 ≈22% 27.9 11.53

[0082] Table 1 data clearly demonstrates that for the critical chord members of this structure, the warping stress ( Its contribution is significant, and it is related to the foundation stress ( The ratio is as high as 22% to 40%. If calculated according to conventional design (only calculations are needed) The stress of member B1 will be underestimated by up to 40%, posing a serious safety hazard.

[0083] See Figures 1-3 At least two of the steel support cylinders 18 are disposed within the first grounding annular body 10 and / or the second grounding annular body 20. Steel sections are provided along the entire height of the lower shear wall limb containing the steel support cylinders 18, and the cross-sectional area of ​​the steel sections is... Reinforcement ratio of vertically distributed steel bars in the wall pier The following design conditions must be met:

[0084] The nominal tensile stress borne by the reinforcing bars and structural steel in the shear wall segment under the combined effects of frequent earthquakes and standard vertical loads. And the corresponding calculated crack width ;

[0085] in, and The value is determined based on the maximum axial tension ratio of the wall segment under vertical load. By employing full-height steel sections within the shear wall segment below the steel support tube, combined with a high reinforcement ratio, and strictly limiting the design conditions for nominal tensile stress (≤100MPa) and crack width (≤0.1mm) under frequent earthquake combinations, the traditional concrete wall is transformed into a composite tensile member with steel sections and reinforcing bars working together. This achieves extremely high standards for controlling stress and cracking during the service stage, directly addressing the prominent problem of tension on the support wall segment caused by asymmetric cantilever. Through precise construction and quantitative indicators, it ensures that components on the critical force transmission path maintain extremely high integrity and durability even under extreme loads, effectively solving the technical problem of severe cracking or even failure in traditional structures at this location.

[0086] See Figures 1-11 For the same wall segment, under the design earthquake action, the steel section and the reinforcing bars jointly bear the entire tensile force, and their average nominal tensile stress does not exceed twice the standard value of concrete tensile strength, while controlling the tensile stress of the reinforcing bars and the steel section. The corresponding calculated crack width By adopting a graded design strategy for the same tension wall segment under higher seismic conditions, controlling its average nominal tensile stress to be no more than twice the standard value of concrete tensile strength, and strictly limiting the tensile stress of steel bars and structural steel (≤200MPa) and crack width (≤0.3mm), the graded control of "no damage in minor earthquakes and repairable in moderate earthquakes" not only ensures normal service performance under frequent earthquakes, but also ensures that the damage to key wall segments is strictly limited to a controllable range under seismic conditions, avoiding catastrophic damage and providing multi-layered safety protection for this complex connected structure.

[0087] See Figures 1-3 The suspended area 31 of the suspended annular body 30 is a suspended steel structure 16. Multiple tuned mass dampers 17 are installed on the suspended steel structure 16. After tuning, the maximum vertical peak acceleration of the suspended steel structure 16 under a standard crowd-induced load model is no greater than 0.027 m / s². By using tuned mass dampers 17 (TMDs) on the suspended steel structure 16 and controlling the peak acceleration of the floor slab vibration to no more than 0.027 m / s², the vibration comfort problem easily caused by the gentleness of large-span cantilevered floors is actively and efficiently solved. The tuned mass damper 17 (TMD) system absorbs and dissipates the vibration energy of the floor slab, reducing the vibration response caused by human activity to an imperceptible level, improving the building's usability and human comfort, and ensuring that the structure provides a comfortable spatial experience while satisfying its aesthetic requirements.

[0088] See Figure 13 Specifically, a tuned mass damper 17 (TMD) is configured, consisting of several mass blocks 171, several springs 172, a viscous damper 17, and several guide posts 174. The springs 172 are fitted onto the guide posts 174, which are connected to the main structure. The mass blocks 171 are located between the guide posts 174. Utilizing the characteristic that the tuned mass damper 17TMD has a frequency close to that of the main structure, it generates an inertial force in the opposite direction of vibration after vibration, thereby reducing the vibration of the main structure. After installing the tuned mass damper 17TMD, the maximum peak acceleration of the structure is 0.027 m / s², meeting the comfort requirements.

[0089] See Figures 1-10 The outermost floor frame beam of the suspended ring 30 in the suspended area 31 is hingedly connected to the corresponding vertical members of the first grounded ring 10 and / or the second grounded ring 20. The vertical members include grounded frame columns 14 and shear walls 15. By designing the outermost floor frame beam of the suspended ring 30 in the suspended area 31 to the vertical members of the grounded ring as a hinged connection, the bending moment constraint at the beam end is actively released, thus forming a novel hinged connection between the two. This effectively reduces the seismic bending moment transmitted to the grounded structure due to abrupt changes in connection stiffness, significantly reduces the seismic internal forces in the connected part and its adjacent areas, and improves the overall seismic performance of the structure. It cleverly alleviates the seismic amplification effect common in connected structures while ensuring the effective transmission of vertical loads and horizontal shear forces, thereby enhancing the seismic robustness of the structural system.

[0090] Specifically, when the end of the top truss floor steel beam 44 (H800x250) of the outermost suspended region 31 of the suspended annular body 30 is connected to the frame column of the first grounded annular body 10 and the second grounded annular body 20, only a group of high-strength bolts is used to transfer shear force, avoiding welding or complex nodes that can transfer bending moment, thus forming a clear hinged connection. This structure actively releases the bending moment at the connection end, making the overall bending moment distribution of the structure more reasonable under earthquakes.

[0091] See Figures 1-10 The stiffness of the maximum suspended area of ​​the suspended annular body 30 is designed as follows: the vertical deformation of the cantilever area under dead load + live load is: structural self-weight DL: 98.3mm; additional dead load (ADL): 59.7mm; live load LL: 37mm.

[0092] DL+ADL+LL=195mm. The cantilever length from the point of maximum displacement to the ground support column is 36.8mm. Under the combination of dead and live loads, the deflection-to-span ratio is 36800*2 / 195=1 / 377, which is greater than the specification limit of 1 / 400. The displacement caused by the structure's self-weight is eliminated by pre-cambering during construction. It is recommended that the pre-camber value of the suspended area 1 be 143mm, the deflection value of the structure under the DL+0.75ADL load combination, in the upward direction. After deducting the pre-camber value deflection, the calculated vertical deflection value under dead load is 15mm, which is not greater than 1 / 4900 of its span. The calculated vertical deflection value under the combination of dead and live load standard values ​​is 52mm, which is not greater than 1 / 1413 of its span. By adopting pre-deformation measures, the vertical deformation of the maximum cantilever area of ​​the suspended annular structure is controlled to achieve deflection control targets of 1 / 4900 and 1 / 1413 respectively under the combination of dead and live loads. This ensures that the deformation of the structure under gravity and service loads is strictly controlled, which not only ensures the visual straightness and stability of the building during long-term use and meets the aesthetic requirements of high-end buildings, but also gives the structural system extremely high overall stiffness and resistance to deformation, ensuring safety and reliability.

[0093] See Figures 1-3The cross-section of the suspension column 43 is gradient-set according to the cantilever length and stress magnitude at its location. In the maximum cantilever area, Q420GJ round steel pipes with a cross-section of Φ900×50 or Φ1000×60 are used, while in other cantilever areas, Q345GJ round steel pipes with a cross-section of Φ700×20 or Φ800×30 are used. By adopting a gradient-set cross-section design for the suspension column 43 based on the cantilever length and stress magnitude, using large-section high-strength steel (such as Φ1000×60 Q420GJ) in the maximum cantilever area and gradually decreasing it towards other areas (such as Φ700×20 Q345GJ), the material strength and distribution of the suspension column 43 system are optimized. This ensures that each suspension column 43 has just the right amount of safety reserve, maximizing the conservation of high-strength steel usage while guaranteeing the absolute safety of the overall suspension system.

[0094] See Figure 12 The suspended column 43 is rigidly connected to the roof ring truss chord using a full-penetration butt weld. The suspended floor frame beams and suspended column 43 are connected by a bolt-welded hybrid rigid connection node. Finally, they are connected to the frame column or shear wall 15 using a hinged node with only hinge bolts 161, forming a slightly weaker open truss in the lower floors to increase the redundancy of the structural system. The load transmission path of the suspended area 31 is clearly defined as follows: suspended area floor load → suspended column 43 (rigidly connected to the ring box at the upper end and to the floor at the lower end) → top ring cantilever box → root steel support tube 18 → lower shear wall 15 and foundation. This solves the problems of unclear load transmission path and poor overall integrity of asymmetric loads mentioned in the background technology.

[0095] The specific embodiments described above further illustrate the purpose, technical solution, and beneficial effects of the present invention. It should be understood that the above description is only a specific embodiment 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 within the scope of protection of the present invention.

Claims

1. A complex asymmetric three-ring stacked large-span connected structure, comprising a first grounded ring body, a second grounded ring body, and a suspended ring body, wherein the suspended ring body is asymmetrically positioned above the first grounded ring body and the second grounded ring body, forming several suspended regions, characterized in that, Also includes: The top annular steel truss is supported on the vertical members of the overlapping parts of the first ground annular body, the second ground annular body, and the suspended annular body; Several steel support tubes are set on the upper part of the shear wall where the first ground ring body, the second ground ring body and the projection of the suspended ring body intersect. The steel columns of the steel support tubes are inserted downward into the steel-concrete frame columns of the lower shear wall. The top annular steel truss is supported on the top of the steel support tubes. Several hanging columns are rigidly connected at the upper end to the top annular steel truss, and at the lower end they suspend the suspended annular body in the air.

2. The complex asymmetric three-ring stacked large-span connected structure according to claim 1, characterized in that, The top annular steel truss is an annular cantilevered box that constitutes spatial stiffness, and the annular cantilevered box includes: The outer and inner ring trusses, arranged concentrically along the ring, serve as the main circumferential chords of the box body, bearing the axial force and bending moment generated by cantilever and suspended loads. Multiple radial trusses are arranged at intervals along the circumferential direction of the ring, and the two ends of the radial trusses are rigidly connected to the outer ring truss and the inner ring truss, respectively. The horizontal support system is installed at multiple different floor levels, and the horizontal support system at each floor is hinged to the outer ring truss, inner ring truss and radial truss at the corresponding level.

3. The complex asymmetric three-ring stacked large-span connected structure according to claim 2, characterized in that, The annular cantilevered box body has a double-layer truss at the root corresponding to the maximum suspended area of ​​the suspended annular body, and a single-layer truss in the remaining sections. In the non-cantilevered ground area, the cross-section of the truss members is reduced, forming a different structure from the suspended area.

4. The complex asymmetric three-ring stacked large-span connected structure according to claim 2, characterized in that, The outer ring truss chord located in the maximum cantilever region has a welded box section. The section design of the outer ring truss chord is based on the spatial beam theory considering warping degrees of freedom, and its strength must satisfy the following combined stress verification formula: ； Among them, shear stress : ; Section shear strength Calculate using the following formula: ; In the formula: V is the design value of the shear force acting along the web plane of the calculated section; S is the area moment of the gross section about the neutral axis above (or below) the calculated shear stress point; I is the gross section moment of inertia of the member; The thickness of the web of the component; This is the design value for the shear strength of the steel. Shear stress generated by free torque : ; Warping shear stress generated by warping torque : ; Normal stress : ; in, The pure torque of the outer ring truss chord section The warping torque of the outer ring truss chord section; The static warping moment of the outer ring truss chord section; The warping moment of inertia of the outer ring truss chord section; The torsional moment of inertia of the outer ring truss chord section; Let N be the section thickness at the calculation point of the outer ring truss chord section; N be the axial force borne by the chord section of the outer ring truss; and A be the cross-sectional area of ​​the outer ring truss chord. and These are the bending moments of the chord section of the outer ring truss about its own centroidal principal axes u and v, respectively, where the u axis lies in the web plane of the box section and the v axis is perpendicular to the web plane; and Let be the section modulus of the outer ring truss chord section corresponding to the u-axis and v-axis, respectively; B be the constrained torsional moment; and ω be the sector area coordinates of the calculation point on the outer ring truss chord section. This refers to the design value of the bending strength of the steel. These are the normal stress components generated by axial force and bending moment. The warping normal stress component generated by the constrained torsional bi-moment B; Furthermore, for the outer ring truss chord, under vertical load, the ratio of the maximum value of the warping normal stress component to the maximum value of the normal stress component is 15% to 40%.

5. The complex asymmetric three-ring stacked large-span connected structure according to claim 1, characterized in that, At least two of the steel support cylinders are disposed within the first and / or second grounding annular bodies. Structural steel sections are provided along the entire height of the lower shear wall limb containing the steel support cylinders, wherein the cross-sectional area of ​​the structural steel sections is... Reinforcement ratio of vertically distributed steel bars in the wall pier The following design conditions must be met: The nominal tensile stress borne by the reinforcing bars and structural steel in the shear wall segment under the combined effects of frequent earthquakes and standard vertical loads. And the corresponding calculated crack width ; in, and The value is determined based on the maximum axial tension ratio of the shear wall segment under vertical load.

6. The complex asymmetric three-ring stacked large-span connected structure according to claim 5, characterized in that, For the same wall segment, under the design seismic load, the steel section and the reinforcing bars jointly bear the entire tensile force, and their average nominal tensile stress does not exceed twice the standard value of concrete tensile strength. Simultaneously, the tensile stress of the reinforcing bars and the steel section is controlled. ≤200MPa, corresponding calculated crack width .

7. The complex asymmetric three-ring stacked large-span connected structure according to claim 1, characterized in that, The suspended area of ​​the suspended annular body is a suspended steel structure, on which multiple tuned mass dampers are installed. After the parameters of the tuned mass dampers are tuned, the maximum vertical vibration peak acceleration of the suspended steel structure under the standard crowd excitation load model is no greater than 0.05 m / s².

8. The complex asymmetric three-ring stacked large-span connected structure according to claim 1, characterized in that, The outermost floor frame beam end of the suspended area is hinged to the corresponding vertical component of the first ground-supported annular body and / or the second ground-supported annular body. The vertical component includes ground-supported frame columns and shear walls.

9. The complex asymmetric three-ring stacked large-span connected structure according to claim 1, characterized in that, The maximum cantilever area of ​​the suspended annular body is constructed using a pre-arched structure, and its stiffness is designed such that the calculated vertical deflection under dead load is no greater than 1 / 4900 of its span, and the calculated vertical deflection under the combined action of dead load and live load is no greater than 1 / 1413 of its span.

10. The complex asymmetric three-ring stacked large-span connected structure according to claim 1, characterized in that, The cross-section of the hanging column is set in a gradient according to the cantilever length and the magnitude of the force at its location. In the maximum cantilever area, Q420GJ round steel pipe with Φ900×50 or Φ1000×60 is used, and in other cantilever areas, Q345GJ round steel pipe with Φ700×20 or Φ800×30 is used.

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