Gravity wall-cylinder structure system and design method

Abstract

The present application relates to a kind of gravity wall-cylinder structure system and design method, gravity wall-cylinder structure system includes cylinder, the gravity wall part being arranged around cylinder and floor part.Cylinder is cast in situ form, gravity wall is cast in situ or prefabricated assembly form.Assembly type gravity wall-cylinder structure system can be further prefabricated as module-cylinder system.Gravity wall is a short-limb shear wall, two ends are provided with edge restraint component, and gravity wall body is hidden in building wall body, so as to optimize building function layout.Gravity wall edge component can be arranged with round steel pipe or core column to strengthen the seismic ductility requirement of wall body.The gravity wall-cylinder structure system of the present application can not only meet the mechanical performance advantage of gravity column-cylinder system, but also be applicable to super high-rise residential building, easily optimize building space use, and can adapt to the development needs of assembly, modularization of building industrialization.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of civil engineering, in particular to a gravity wall-cylinder structure system and a design method. BACKGROUND

[0002] The gravity column-cylinder system is widely applicable to super high-rise buildings, the cylinder bears all horizontal loads, resists wind or earthquake action, and the gravity column bears vertical loads, mostly in a small eccentric compression stress mode. The system has advantages in structural safety, architectural functionality, economic applicability and the like.

[0003] The gravity column-cylinder system of the prior art has the following technical problems:

[0004] The structural arrangement mode is not applicable to super high-rise residential buildings represented by shear wall structures, the gravity column needs to meet the minimum size of the cross section required by the specification, and is easy to encroach on the building use space, affecting the optimization of building function layout; the existing gravity column-cylinder system is difficult to adapt to the assembly process and cannot meet the development needs of super high-rise residential building assembly and modularization. SUMMARY

[0005] In view of the problems in the prior art, the purpose of the present application is to provide a gravity wall-cylinder structure system and a design method, which has the mechanical performance advantages of the gravity column-cylinder system and can be applicable to super high-rise residential buildings and meet the development needs of assembly.

[0006] In order to achieve the above-mentioned purpose, the present application adopts the following technical scheme:

[0007] A gravity wall-cylinder structure system, comprising a cylinder, a gravity wall and a floor system;

[0008] The cylinder is surrounded by a plurality of shear walls, and the bottom of the cylinder is rigidly connected with the foundation and serves as a main lateral force resisting member to bear horizontal loads;

[0009] The gravity wall comprises a plurality of one-dimensional short-leg shear walls, which are arranged bidirectionally in the plane around the cylinder and maintain a horizontal distance from the cylinder, and the bottom of the gravity wall is rigidly or flexibly connected with the foundation and serves as a main vertical load-bearing member to bear vertical loads;

[0010] The floor system is horizontally laid on the top of the cylinder and the gravity wall and is a beamless floor system or a beam-slab structure system, when the beam-slab structure system is adopted, the two ends of the structural beam are hinged with the cylinder and the gravity wall, and the floor system is connected with the cylinder and the gravity wall through in-plane shear stiffness and serves as a horizontal force transmission member connecting the cylinder and the gravity wall;

[0011] The floor system coordinates the vertical deformation of the cylinder and the gravity wall and transmits the horizontal loads to the cylinder, so that the gravity wall is in a small eccentric compression state under the combined action of vertical loads and horizontal loads.

[0012] Further, the gravity wall components are arranged according to the standardization of the building plane unit, the spacing between the walls is the same, the bearing area is the same, the width and length of the gravity wall have a unified module, and the edge components are reinforced according to the construction requirements.

[0013] Further, the cylinder is in a cast-in-place form; the gravity wall is in a cast-in-place or prefabricated assembly form, and the floor is in a cast-in-place or prefabricated assembly form corresponding to the gravity wall, so that the overall structure forms a cast-in-place gravity wall-cylinder structure system or an assembled gravity wall-cylinder structure system.

[0014] Further, when the gravity wall and the floor are in a prefabricated assembly form, the gravity wall is prefabricated in a standardized concrete module according to a specific module, and then forms a module-cylinder system together with the cylinder, the single-wall height and the wall length are standardized designed according to the layer height and the specific module, and the vertical distribution steel of the wall body is disconnected at the upper and lower layers.

[0015] Further, the floor of the floor uses double-layer double-direction reinforcement, when the module-cylinder system is used, the floor uses a steel truss composite slab, the top of the module is provided with a module top plate, a single-layer double-direction reinforcement is used, the module top plate is reserved with a steel truss, and a layer of concrete is cast in place after the support steel of the module is bound on site to form a composite slab, and the composite slab uses a single-layer double-direction reinforcement.

[0016] Further, when the module-cylinder system is used, the module top plate and the cylinder floor are connected by additional steel on site and reserved post-cast strips.

[0017] Further, when the module-cylinder system is used, the module top plate and the shear wall are connected by embedded floor steel in cast-in-place.

[0018] Further, the gravity wall is provided with a hidden column as an edge component at both ends, and a round steel pipe or a core column is arranged in the hidden column; a gable is arranged as needed on the outer periphery of the building plane, the gable uses a core column to enhance the shear wall or a steel pipe shear wall, and forms a lateral force resisting system together with the cylinder.

[0019] The design method of the gravity wall-cylinder structure system comprises the following steps:

[0020] According to the building use function, a plurality of shear walls are enclosed to form a cylinder in the building plane area;

[0021] A one-dimensional short shear wall is arranged as a gravity wall in the plane around the cylinder, and the gravity wall and the cylinder maintain a horizontal spacing;

[0022] A floor is laid horizontally at the top of the cylinder and the gravity wall, and the floor selects a beamless floor system or a beam-slab structure system, and when the beam-slab structure system is used, the connection between the two ends of the structure beam and the cylinder and the gravity wall is designed as a hinge;

[0023] The rigid connection structure of the bottom of the cylinder body and the foundation and the rigid connection structure or the flexible connection structure of the bottom of the gravity wall and the foundation are determined;

[0024] The gravity wall is designed according to the Technical Specification for Concrete Structures of Tall Buildings and is in a cast-in-place form or a prefabricated assembly form.

[0025] The floor system coordinates the vertical deformation of the cylinder body and the gravity wall, and transmits the horizontal load to the cylinder body, so that the gravity wall is in a small eccentric compression state under the combined action of the vertical load and the horizontal load.

[0026] Further, when the gravity wall is in a prefabricated assembly form, the reinforcement and the axial force of the cast-in-place wall are obtained by designing according to the cast-in-place structure, and then the following formula is used for design,

[0027] The formula for calculating the normal section bearing capacity is:

[0028] ;

[0029] ;

[0030] ;

[0031] In the formula, 、 are the areas of the longitudinal compression steel and the tensile steel of the cast-in-place edge member; 、 are the areas of the longitudinal compression steel and the tensile steel of the normal section bearing capacity equivalent edge member; 、 are the tensile and compressive strength design values of the ordinary steel; is the axial compressive strength design value of the concrete; is the vertical distribution steel strength design value of the shear wall wall; is the distance from the compression zone end steel force point to the edge of the compression zone; is the effective height of the shear wall section; is the thickness of the shear wall; is the vertical distribution steel reinforcement ratio of the shear wall; is the ratio of the stress of the rectangular stress diagram of the compression zone concrete to the axial compressive strength design value of the concrete; is the wall axial pressure design value, and x1 and x2 are the compression zone heights of the cast-in-place edge member and the normal section bearing capacity equivalent edge member, respectively;

[0032] The formula for calculating the diagonal section bearing capacity is:

[0033] ;

[0034] In the formula, For cast-in-place shear wall unit spacing horizontal distribution steel; For oblique section bearing capacity is strong after shear wall unit spacing horizontal distribution steel; 、 For horizontal distribution steel and oblique reinforcement tensile strength design value; For the total cross-sectional area of the same direction oblique steel; For the horizontal angle of oblique reinforcement.

[0035] Overall, the present application has the following advantages:

[0036] 1, the cylinder is designed to bear all lateral loads; in actual use, the cast-in-place concrete cylinder bears most of the wind, earthquake and other horizontal loads.

[0037] 2, the gravity wall is mainly used to bear vertical load, and bears a small part of horizontal load, with small cross-sectional size and lateral stiffness. Due to the small cross-sectional shear force and bending moment of the gravity wall, most of the components are small eccentric compression after the combination of gravity load and horizontal load, and there is no tensile stress in the cross section, so the connection structure of the prefabricated gravity wall can be simplified.

[0038] 3, the floor system adopts beamless floor system or structure beam hinged form at both ends of the wall, which can realize the analysis of vertical load and horizontal lateral force system, the structure transmission path is simple and clear, and the effect similar to gravity column-cylinder structure system is achieved.

[0039] 4, the prefabricated gravity wall has smaller designed cross-sectional width than the gravity column, which is beneficial to building space use, meets the requirements of assembly and modularization, and is fast in construction, good in economy and strong in applicability. BRIEF DESCRIPTION OF DRAWINGS

[0040] Figure 1 For the gravity wall-cylinder structure system plane of the embodiment of the present application.

[0041] Figure 2 For the module top plate connection diagram of the embodiment of the present application Figure 1 .

[0042] Figure 3 For the module top plate connection diagram of the embodiment of the present application Figure 2 .

[0043] Figure 4 For the cylinder floor and module top plate connection diagram of the embodiment of the present application.

[0044] Figure 5 For the shear wall and module top plate connection diagram of the embodiment of the present application.

[0045] The drawings include:

[0046] 1-Cylindrical core, 2-Gravity wall, 3-Floor slab, 4-Gable wall, 11-Cylindrical core floor slab, 12-Post-cast strip, 13-Connecting beam, 14-Shear wall, 15-Floor slab reinforcement, 31-Module top slab, 32-Reinforcing truss, 33-Support reinforcement, 34-Concrete layer, 35-Additional reinforcement. Detailed Implementation

[0047] The present invention will now be described in further detail.

[0048] like Figure 1 As shown, a gravity wall-tube structure system includes a tube 1, a gravity wall 2, and a floor slab 3.

[0049] The cylindrical body 1 is enclosed by several shear walls 14. The bottom of the cylindrical body 1 is rigidly connected to the foundation and serves as the main lateral force resisting component to bear horizontal loads.

[0050] Gravity wall 2 includes multiple straight short shear walls, which are arranged bidirectionally in the plane around the tube 1 and maintain a horizontal distance from the tube 1. The bottom of gravity wall 2 is rigidly or flexibly connected to the foundation and serves as the main vertical load-bearing component to bear the vertical load.

[0051] The floor slab 3 is laid horizontally on top of the core 1 and the gravity wall 2. It is a flat slab system or a beam-slab structure system. When the beam-slab structure system is adopted, the two ends of the structural beam are hinged to the core 1 and the gravity wall 2. The floor slab 3 is connected to the core 1 and the gravity wall 2 through in-plane shear stiffness, and is a horizontal force transmission component connecting the core 1 and the gravity wall 2.

[0052] Among them, the floor slab 3 coordinates the vertical deformation of the cylinder 1 and the gravity wall 2, and transfers the horizontal load to the cylinder 1, so that the gravity wall 2 is in a small eccentric compression state under the combined action of vertical and horizontal loads.

[0053] The cylindrical tube 1 and the gravity wall 2 work together through functional division and complementary force distribution: the cylindrical tube 1 bears most of the horizontal loads (such as wind and earthquakes), avoiding the problem of insufficient lateral stiffness caused by the small cross-section of the gravity wall 2; at the same time, the gravity wall 2 bears most of the vertical loads, reducing the cross-sectional redundancy of the cylindrical tube 1 due to its dual role of lateral resistance and large vertical load bearing. The two have a clear division of labor and support each other, making the overall structure more rationally stressed. Compared with the traditional gravity column-cylinder system, it achieves a balance between reducing the size of components and ensuring structural safety.

[0054] Gravity wall 2 is designed as a straight short-limb shear wall and is hidden in the building wall. The short-limb structure is easier to standardize, prefabricate, transport and hoist, which not only meets the space requirements of super high-rise residential buildings, but also provides convenience for prefabrication and assembly. At the same time, the floor slab 3 adopts a flat floor slab or hinged beam-slab structure, which simplifies the connection nodes between the prefabricated floor slab and gravity wall 2 and the core 1, and avoids the complex connection problem of prefabricated components caused by the rigid connection of beam ends in traditional beam-slab structures.

[0055] Specifically, the gravity wall 2 is standardized according to the modularized building plane unit, the spacing between the walls is the same, the load area is the same, and the unified standardized design is facilitated. The width of the gravity wall 2 is 200 mm, and the length is designed according to three modulus standards of 1.2 / 1.6 / 2 m. The edge component is reinforced according to the construction requirements, and the reinforcement ratio is 1%.

[0056] Specifically, the cylinder 1 is in a cast-in-place form; the gravity wall 2 is in a prefabricated assembly form, and the floor 3 is also in a prefabricated assembly form. The overall structure is a prefabricated gravity wall-cylinder structure system.

[0057] Specifically, the prefabricated gravity wall-cylinder structure system adopts a module-cylinder system. The gravity wall 2 is prefabricated in a concrete module according to a specific modulus, and the vertical distribution steel of the wall body is disconnected at the upper and lower layers.

[0058] Preferably, the concrete module is a hexahedral prefabricated unit. When adjacent modules share a piece of gravity wall 2, the gravity wall 2 is prefabricated in one of the modules according to the building plane requirements.

[0059] Specifically, as shown in Figure 3 , the floor 3 floor slab adopts double-layer double-direction reinforcement, which can improve the in-plane stiffness of the floor 3 and effectively transfer the horizontal load. The floor slab adopts a steel bar truss composite slab. The module top plate 31 reserves a steel bar truss 32. When the modules are horizontally connected, the support steel 33 is bound on site, and then a layer of concrete 34 is cast in place to form a composite slab.

[0060] Specifically, as shown in Figure 4 , the module top plate 31 and the cylinder floor 11 and the coupling beam 13 are connected by site-attached steel 35 and reserved post-pouring belt 12.

[0061] Specifically, as shown in Figure 5 , when the module top plate 31 is connected with the shear wall 14, it is connected by pre-embedded floor steel 15.

[0062] In the modular system, the gravity wall 2 is prefabricated in a hexahedral concrete module, and adjacent modules can share the gravity wall 2, which not only reduces the number of components and reduces production costs, but also ensures that the floor 3 and the cylinder 1 can still form an overall force system after modular assembly through the connection design of the module-cylinder such as the reserved steel bar truss 32, the post-pouring belt 12, and the pre-embedded steel, realizing the synergy of industrialization efficiency improvement and structural integrity guarantee, and avoiding the problem of structural stiffness weakening caused by too fine component splitting in traditional modular buildings.

[0063] Preferably, the edge component of the single-piece gravity wall 2 is a hidden column arranged at both ends of the wall body, which is arranged with a circular steel pipe to form a steel pipe concrete gravity wall. The single-piece gravity wall 2 is hidden in the building wall, and the width can be 200 mm.

[0064] Preferably, to prevent the overall structure from being deformed due to insufficient rigidity of the peripheral component, a gable 4 is arranged outside the building plane periphery, and the gable 4 is a prefabricated assembled steel pipe shear wall, which not only makes up for the insufficient rigidity of the peripheral component, but also avoids the adverse deformation of the overall structure due to the concentrated rigidity of the core tube 1 and the weak rigidity of the periphery, further improves the lateral system of the structure, and realizes the synergy of local reinforcement and overall rigidity balance.

[0065] Specifically, the tube 1 is rigidly connected with the foundation at the bottom, and the gravity wall 2 is rigidly connected with the foundation at the bottom, the gravity wall 2 bears most of the vertical load and a small part of the horizontal load, and the tube 1 bears most of the horizontal load and a small part of the vertical load around.

[0066] Specifically, the gravity wall 2 is first designed according to the cast-in-place structure to obtain the reinforcement and axial force of the cast-in-place wall, and then the equal strength conversion is carried out through the normal section and the inclined section bearing capacity formula, which not only avoids the stress risk that may be missed by directly designing the prefabrication, but also simplifies the connection structure of the prefabricated component through the equal strength adjustment, without the need for additional excessive reinforcement, realizing the synergy of safety compliance and construction simplification.

[0067] The normal section bearing capacity calculation formula is:

[0068] ;

[0069] ;

[0070] ;

[0071] In the formula, , is the area of the longitudinal compression and tension steel of the cast-in-place edge component; , is the area of the longitudinal compression and tension steel of the edge component after equal strength of the normal section bearing capacity; , is the tensile and compressive strength design value of ordinary steel; is the axial compressive strength design value of concrete; is the vertical distribution steel strength design value of the shear wall wall; is the distance from the compression zone end steel force point to the edge of the compression zone; is the effective height of the shear wall section; is the thickness of the shear wall; is the vertical distribution steel reinforcement ratio of the shear wall; is the ratio of stress to the axial compressive strength design value of concrete rectangular stress diagram in the compression zone; x1, x2 are the compressive zone heights of the cast-in-place edge member and the normal section bearing capacity equal-strength post-edge member, respectively.

[0072] Formula for calculating the diagonal section bearing capacity:

[0073] ;

[0074] In the formula, is the unit spacing horizontal distribution steel of the cast-in-place shear wall; is the unit spacing horizontal distribution steel of the diagonal section bearing capacity equal-strength post-shear wall; , is the tensile strength design value of the horizontal distribution steel and the diagonal reinforcement; is the total cross-sectional area of the diagonal steel in the same direction; is the horizontal included angle of the diagonal reinforcement.

[0075] This embodiment forms multi-dimensional synergies through the deep integration of component function division, construction design optimization, and industrialized adaptive design, with the core reflected in the following four aspects:

[0076] I. Structural stress synergy: functional division and complementary support

[0077] Load bearing synergy: the cylinder 1 serves as the main lateral force resisting member and bears most of the horizontal loads such as wind and earthquake. In the design stage, the gravity wall 2 is actively designed to be a shorter length wall, so that it has the characteristics of smaller lateral stiffness, thereby achieving the lateral load distribution mechanism that the gravity wall 2 distributes less horizontal load and the cylinder 1 distributes most of the horizontal load. The gravity wall 2 serves as the main vertical load-bearing member and is scattered in the structure plane to bear most of the vertical load, making up for the characteristic that the cylinder 1 is concentratedly arranged in the structure plane and can only bear the vertical load of the nearby area. The two have clear division of labor and mutual support, making the overall structural stress more reasonable and achieving a balance between reducing component size and ensuring structural safety.

[0078] Stress state synergy: the floor 3 coordinates the vertical deformation of the cylinder 1 and the gravity wall 2 through out-of-plane shear stiffness, and coordinates the horizontal deformation of the cylinder 1 and the gravity wall 2 through the characteristics of the in-plane rigid floor, efficiently transferring the horizontal load to the cylinder 1. The gravity wall 2 is always in a small eccentric compression state under the combined action of vertical load and horizontal load, avoiding tensile stress in the cross section, which not only simplifies the connection structure of the fabricated gravity wall, but also improves the overall stability of the structure.

[0079] Lateral system synergy: the core cylinder 1 and the gable 4 outside the building plane form a lateral force resisting system together, making up for the short board of insufficient stiffness of the peripheral component, avoiding the adverse torsional deformation of the overall structure due to the concentration of core stiffness and the weakness of the periphery, and realizing the synergy of local reinforcement and overall stiffness balance.

[0080] II. Component design collaboration: standardization and functional adaptation

[0081] Gravity wall standardization collaboration: Gravity wall 2 adopts a linear short shear wall form, which is standardized according to the architectural plane unit. The wall spacing, load-bearing area, width, and length follow fixed modules, and the edge components are uniformly reinforced according to the structure, ensuring uniformity of stress and providing a foundation for prefabricated assembly and modular production, achieving the collaboration of design standardization and construction industrialization.

[0082] Floor 3 form collaboration: Floor 3 adopts a beamless floor system or a beam-slab structure system, simplifying the stress analysis of vertical loads and horizontal lateral force systems, making the structural force transmission path clear and explicit. It also adapts to both cast-in-place and prefabricated construction forms. During prefabrication, steel truss composite slabs are used, forming an integral whole through reserved steel truss 32, site-bound support reinforcement 33, and cast-in-place concrete layer 34, achieving the collaboration of structural function and assembly technology.

[0083] Edge component enhancement collaboration: Round steel pipes or core columns are arranged in the hidden columns at both ends of gravity wall 2, forming enhanced load-bearing components, which not only improve the seismic ductility of gravity wall 2 but also do not require increasing the wall section, avoiding the intrusion of architectural space, achieving the collaboration of structural reinforcement and space optimization.

[0084] III. Assembly and modularization collaboration: industrialization efficiency and structural integrity guarantee

[0085] Module-tube connection collaboration: When using prefabricated assembly, gravity wall 2 is prefabricated in a standardized concrete module. The module top plate 31 and the tube floor 11 are connected through additional steel 35 and reserved post-cast joints 12, and the shear wall 14 is connected through embedded floor reinforcement 15, ensuring the efficiency of modular assembly and ensuring that the module and tube 1 form an integral force system, avoiding the problems of node area stiffness weakening and manufacturing defects caused by component splitting in traditional modular buildings.

[0086] Prefabricated component design collaboration: After obtaining the reinforcement and axial force of the prefabricated gravity wall 2 according to the design of the cast-in-place structure, the design is optimized through the normal section, oblique section bearing capacity, etc. The strength conversion formula, which not only avoids the stress risks that may be missed by direct prefabricated design, but also simplifies the connection structure of prefabricated components without the need for additional reinforcement, achieving the collaboration of safety compliance and construction simplification. At the same time, the vertical distribution steel of the wall body is disconnected between the upper and lower layers, which adapts to the modular lifting and assembly process, improving construction efficiency.

[0087] Component reuse collaboration: The concrete module is designed as a hexahedral prefabricated unit, and adjacent modules can share a piece of gravity wall 2, reducing the number of prefabricated components and lowering production costs and transportation difficulties, achieving the collaboration of component reuse and industrialization benefits.

[0088] IV. Building and structure synergy: functional layout and structural requirement adaptation

[0089] Space optimization synergy: the gravity wall 2 is designed as a one-letter short shear wall and hidden in the building wall, compared with the traditional gravity column, the cross-section width is smaller, effectively reducing the occupation of the building use space, facilitating the optimization of the functional layout of the super high-rise residence, realizing the synergy of structural stress requirement and building space function.

[0090] Multi-scene adaptation synergy: the system supports cast-in-place and prefabricated two forms, which can be flexibly selected according to the building requirements, the cast-in-place form adapts to complex building plane, the prefabricated modular form adapts to standardized super high-rise residence, and at the same time is compatible with the shear wall 14 structure characteristics of super high-rise residence, solving the pain point that the traditional gravity column-cylinder system is not suitable for super high-rise residence, realizing the synergy of structural system and building type, construction scene.

[0091] In summary, the synergy of the present application runs through the whole process of structural stress, component design, assembly construction and building adaptation, and finally realizes the comprehensive effect of high mechanical performance, high assembly efficiency, high space utilization rate and wide application range, which not only inherits the mechanical advantages of the gravity column-cylinder system, but also solves the adaptability and industrialization problems of its application in super high-rise residence.

[0092] The above embodiments are the preferred embodiments of the present application, but the embodiments of the present application are not limited by the above embodiments, any changes, modifications, substitutions, combinations and simplifications made without departing from the spirit and principles of the present application shall be equivalent replacement methods, which are all included in the protection scope of the present application.

Claims

1. A gravity wall-barrel structural system, characterized by, The structure comprises a cylinder, gravity walls and a floor system. The cylinder is surrounded by a plurality of shear walls, and the bottom of the cylinder is rigidly connected to the foundation to bear horizontal load as a main lateral force resisting member. The gravity walls comprise a plurality of one-dimensional short shear walls, which are arranged in two directions around the cylinder and are horizontally spaced from the cylinder, and the bottom of the gravity walls is rigidly or flexibly connected to the foundation to bear vertical load as a main vertical load bearing member. The floor system is horizontally laid on the top of the cylinder and the gravity walls, and is a flat slab system or a beam-slab structure system, and when the beam-slab structure system is adopted, the ends of the structural beams are hinged to the cylinder and the gravity walls, and the floor system is connected to the cylinder and the gravity walls through in-plane shear stiffness to serve as a horizontal force transfer member connecting the cylinder and the gravity walls. The floor system coordinates the vertical deformation of the cylinder and the gravity walls, and transfers the horizontal load to the cylinder, so that the gravity walls are in a small eccentric compression state under the combined action of vertical load and horizontal load. The gravity wall members are arranged according to the building plan unit, the spacing between the walls is the same, the load bearing area is the same, the width and length of the gravity walls have a unified module, and the edge members are reinforced according to the construction requirements. The cylinder is cast in situ, the gravity walls are cast in situ or prefabricated and assembled, and the floor system is cast in situ or prefabricated and assembled corresponding to the gravity walls, so that the overall structure forms a cast-in-situ gravity wall-cylinder structure system or an assembled gravity wall-cylinder structure system. When the gravity walls and the floor system are prefabricated and assembled, the gravity walls are prefabricated in standardized concrete modules according to a specific module, and then form a module-cylinder system together with the cylinder, the wall height and the wall length are designed according to the floor height and a specific module, and the vertical distribution steel bars of the wall body are disconnected at the upper and lower layers. The floor slab of the floor system is double-layer and double-direction reinforced, when the module-cylinder system is adopted, the floor slab is a steel bar truss composite slab, the top of the module is provided with a module top plate, the module top plate is single-layer and double-direction reinforced, and the module top plate is provided with a steel bar truss, and when the modules are horizontally connected, a layer of concrete is cast in situ after the support steel bars are bound on site to form a composite slab, and the composite slab is single-layer and double-direction reinforced. The two ends of the gravity wall are provided with a hidden column as an edge member, and a round steel pipe or a core column is arranged in the hidden column; a gable is arranged as needed outside the building plane, the gable is a core column reinforced shear wall or a steel pipe shear wall, and the gable and the cylinder form a lateral force resisting system together.

2. The gravity wall-barrel structural system according to claim 1, wherein: When the module-cylinder system is adopted, the module top plate and the cylinder floor are connected by adding steel bars on site and reserving post-cast joints.

3. The gravity wall-barrel structural system according to claim 1, wherein: When the module-cylinder system is adopted, the module top plate and the shear wall are connected by pre-buried floor steel bars.

4. The design method of the gravity wall-cylinder structure system according to any one of claims 1 to 3, characterized in that, The method comprises the following steps: a plurality of shear walls are surrounded in the building plane area to form a cylinder according to the building use function; one-dimensional short shear walls are arranged in two directions around the cylinder as gravity walls, and the gravity walls are horizontally spaced from the cylinder; a floor system is horizontally laid on the top of the cylinder and the gravity walls, and the floor system selects a flat slab system or a beam-slab structure system, and when the beam-slab structure system is adopted, the ends of the structural beams are designed to be hinged to the cylinder and the gravity walls; the rigid connection structure of the bottom of the cylinder to the foundation and the rigid connection structure or the flexible connection structure of the bottom of the gravity walls to the foundation are determined; the gravity walls are designed according to the Technical Specification for High-rise Concrete Structures and are cast in situ or prefabricated and assembled; The floor coordination cylinder and gravity wall vertical deformation, and the horizontal load transmission to the cylinder, so that the gravity wall in the vertical load and horizontal load combined effect under the condition of small eccentric compression.

5. The method of designing according to claim 4, wherein, When the gravity wall is in the form of prefabricated assembly, first according to the cast-in-place structure to obtain the reinforcement and axial force of cast-in-place wall, and then according to the following formula to design, The formula for calculating the bearing capacity of the normal section is: ； ； ； In the formula, , is the area of longitudinal compression and tension reinforcement of cast-in-place edge member; , is the area of longitudinal compression and tension reinforcement of normal section bearing capacity equal strength post-edge member; , is the tensile and compressive strength design value of ordinary reinforcement; is the axial compressive strength design value of concrete; is the vertical distribution reinforcement strength design value of shear wall wall body; is the distance from the compression zone end reinforcement force point to the edge of the compression zone; is the effective height of the shear wall section; is the thickness of the shear wall; is the vertical distribution reinforcement ratio of the shear wall; is the ratio of stress to the axial compressive strength design value of concrete of the rectangular stress diagram of the compression zone concrete; is the wall body axial pressure design value, x1 and x2 are the compression zone heights of the cast-in-place edge member and the normal section bearing capacity equal strength post-edge member, respectively; The formula for calculating the bearing capacity of the oblique section is: ； In the formula, is the unit spacing horizontal distribution steel of cast-in-place shear wall; is the unit spacing horizontal distribution steel of shear wall with equal strength after bearing capacity of oblique section; , is the design value of tensile strength of horizontal distribution steel and oblique reinforcement; is the total cross-sectional area of oblique steel in the same direction; is the horizontal included angle of oblique reinforcement.

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