Connecting structure of shear wall and outrigger truss

Abstract

The invention discloses a shear wall and outrigger truss connecting structure which is arranged on the side, facing the outrigger truss, of the shear wall, partial area of the connecting structure is exposed out of the shear wall, the connecting structure extends in the vertical direction, the connecting structure comprises a fixed section fixed to the outrigger truss, the fixed section comprises a fixed section steel column, and the fixed section steel column is fixedly connected with the fixed section steel column. At least one vertically-through containing cavity filled with concrete is formed in the fixed section steel column, part of the area of the fixed section steel column is located in the shear wall so as to be fixed to a truss fixing piece in the shear wall, and part of the area of the fixed section steel column is exposed out of the shear wall so as to be fixed to the outrigger truss. The connecting structure is arranged on one side of the shear wall, extends in the vertical direction and serves as a vertical reinforcing rib to improve the stability of the wall body. Part of the fixed section steel column is exposed, so that the fixed section steel column is conveniently fixed with the outrigger truss, a force transmission path is simplified, sudden stress change and thickening of the shear wall are avoided, the construction difficulty and cost are reduced, meanwhile, the overall stress performance is enhanced, and high-efficiency transmission and structural safety are ensured.

Description

Technical Field

[0001] The present invention belongs to the field of construction engineering, and particularly relates to a connection structure between a shear wall and an outrigger truss. Background Art

[0002] In super high-rise office buildings, in order to improve the structural lateral stiffness, optimize the lateral deformation curve of the tower, and reduce the horizontal lateral displacement, strengthened stories are usually introduced in the building design. The structural layout of the strengthened story is generally achieved by setting outrigger trusses, shear walls, etc. Among them, the connection method between the outrigger truss and the shear wall is crucial for the overall performance and construction efficiency of the building.

[0003] The connection methods between the shear wall and the outrigger truss include hinge connection and rigid connection. Among them, the hinge connection only considers transmitting axial force and shear force to the shear wall, and does not consider the transmission of end moment. In the specific implementation process, usually only the web of the outrigger truss is extended into the shear wall and connected to the steel skeleton in the wall to ensure the axial bearing capacity. However, in order to ensure equal strength under axial force, measures such as thickening or heightening the web at the end of the outrigger truss chord are usually taken. When the web is heightened too much, there is a certain difference between the hinge assumption and the actual stress situation, and the moment actually borne by the chord end cannot be ignored, which may lead to structural stiffness reduction and unreasonable structure.

[0004] Therefore, the shear wall and the outrigger truss are usually connected by a rigid connection. In the rigid connection method, it is required that the chord of the outrigger truss extends into the shear wall and is connected to the steel skeleton to transmit tensile or compressive bending bearing capacity. However, the rigid connection needs to meet the equal strength requirement, resulting in the need for sufficient anchorage length and width of the flange of the outrigger truss chord in the shear wall, as well as the requirement of the combined stress of concrete and steel section. A certain thickness of protective layer needs to be reserved around the steel skeleton, which will significantly increase the thickness of the shear wall, thereby increasing the civil engineering cost of the super high-rise core tube and reducing the available building floor area.

[0005] Moreover, due to the structural interference caused by the connection between the outrigger truss and the steel skeleton in the shear wall, it is not convenient to set vertical reinforcement bars and other structures in the shear wall, the construction process is cumbersome, and at the same time, structural weak points may appear on the shear wall, affecting the vertical bearing capacity and lateral force resistance of the shear wall. Summary of the Invention

[0006] The present invention provides a connection structure between a shear wall and an outrigger truss to solve the problems of large shear wall thickness, high civil engineering cost when the shear wall and the outrigger truss are rigidly connected, as well as cumbersome construction process and reduction of the vertical bearing capacity and lateral force resistance of the shear wall caused by structural interference.

[0007] The technical solution adopted by the present invention is as follows:

[0008] A connection structure between a shear wall and a outrigger truss. The connection structure is arranged on one side of the shear wall facing the outrigger truss. Part of the connection structure is exposed outside the shear wall. The connection structure extends in the vertical direction. The connection structure includes a fixed section fixed to the outrigger truss. The fixed section includes a fixed steel column. There is at least one vertically-through accommodating cavity filled with concrete in the fixed steel column. Part of the fixed steel column is located inside the shear wall to be fixed to the truss fixing member inside the shear wall, and part of the fixed steel column is exposed outside the shear wall to be fixed to the outrigger truss.

[0009] The connection structure between the shear wall and the outrigger truss of the present invention further has the following additional technical features:

[0010] The outrigger truss and the fixed steel column have a first fixed area in contact. There is a truss fixing member arranged inside the shear wall. The truss fixing member and the fixed steel column have a second fixed area in contact. The first fixed area and the second fixed area are symmetric with respect to the axis of the connection structure.

[0011] A plurality of diaphragms are arranged in the accommodating cavity. The diaphragms are arranged in one-to-one correspondence with the upper and lower edges of the first fixed area. Through holes are arranged on the diaphragms.

[0012] The upper and lower sides of the diaphragm have convex arc transition surfaces.

[0013] The fixed steel column includes an I-shaped fixed steel column and two L-shaped outer steel plates. The I-shaped fixed steel column has an upper flange located inside the shear wall, a lower flange exposed outside the shear wall, and a web. The two L-shaped outer steel plates are respectively located on both sides of the web. The L-shaped outer steel plate has a first connecting portion connected to the lower flange and a second connecting portion connected to the upper flange. The second connecting portion is bent relative to the first connecting portion to form a fixed steel column with two accommodating cavities.

[0014] A plurality of anchoring protrusions protruding towards the shear wall are arranged on the second connecting portion. The upper side of the anchoring protrusion is open to form a grouting port.

[0015] A plurality of horizontally distributed steel bars are arranged inside the shear wall. The horizontally distributed steel bars pass through the grouting port to connect the shear wall and the fixed section.

[0016] The connection structure includes a plurality of fixed sections. The fixed sections are arranged in one-to-one correspondence with multiple layers of the outrigger trusses. A transition section is arranged between adjacent fixed sections to connect the multiple fixed sections to form the connection structure.

[0017] The transition section includes transition steel columns, and the transition steel columns include C-shaped outer steel and I-shaped transition steel columns. The C-shaped outer steel surrounds the I-shaped transition steel columns, and the C-shaped outer steel is connected to any one of the two flanges of the I-shaped transition steel columns to form a transition cavity for pouring concrete. The outer edge dimensions of the horizontal cross-section of the transition steel columns are consistent with those of the fixed section, and the transition cavity is communicated with the accommodation cavity.

[0018] The I-shaped transition steel columns are provided with stud bolts, and the stud bolts extend into the transition cavity and / or the concrete structure of the shear wall.

[0019] Due to the adoption of the above technical solutions, the beneficial effects obtained by the present invention are as follows:

[0020] 1. In the present invention, the connection structure is arranged on the side of the shear wall facing the outrigger truss. The connection structure extends in the vertical direction. The connection structure includes a fixed section fixed to the outrigger truss. The fixed section includes fixed steel columns, and at least one vertically-through accommodation cavity filled with concrete is provided inside the fixed steel columns. Pouring concrete into the accommodation cavity of the fixed steel column increases the rigidity of the fixed steel column itself. The fixed steel column can be used as the vertical reinforcement of the shear wall, which can improve the stiffness of the wall itself and enhance its overall stability when bearing vertical and horizontal loads, especially important in high-rise buildings. In addition, the fixed steel column can be used as the vertical reinforcement of the shear wall, and the shear wall does not need to be provided with concealed column longitudinal bars and stirrups at the corresponding positions, which can avoid the structural interference between the concealed column longitudinal bars and stirrups and the fixed steel column and the steel skeleton of the shear wall, and reduce the structural design difficulty and construction difficulty.

[0021] The accommodation cavity of the fixed steel column is filled with concrete. The fixed steel column has strong tensile capacity, and the concrete column formed by pouring concrete into the accommodation cavity has strong compressive capacity, thereby improving the overall mechanical properties of the fixed section, being beneficial to bearing various forces such as pressure, tension or shear force provided by the outrigger truss, and reducing the possibility of damage to the fixed section under the action of force. At the same time, under the action of the force of the outrigger truss, the connection structure extending in the vertical direction can disperse and transmit the force to the shear wall, thereby avoiding the concentration of force on the shear wall.

[0022] Part of the fixed steel column is exposed outside the shear wall to be fixed to the outrigger truss. That is to say, the fixing area of the outrigger truss and the fixed steel column is exposed outside the shear wall. When the construction of the shear wall is completed and the construction of the outrigger truss is carried out, the fixing area can be visually observed, which is convenient for the fixing construction of the fixed steel column and the outrigger truss. The outrigger truss is fixed to the truss fixing member in the shear wall through the fixed steel column, which simplifies the force transmission path, facilitates mechanical calculation, and avoids the occurrence of sudden force change points. At the same time, it can avoid the length of the outrigger truss extending into the shear wall, and the fixed steel column forms a shield for the steel skeleton or truss fixing member in the shear wall, replacing the function of the protective layer, so as to avoid the thickening design of the shear wall and reduce the civil engineering cost of the building.

[0023] 2. As a preferred embodiment of the present invention, the outrigger truss and the fixed steel column have a first fixing area in contact with each other. A truss fixing member is arranged in the shear wall, and the truss fixing member and the fixed steel column have a second fixing area in contact with each other. The first fixing area and the second fixing area are symmetric with respect to the axis of the connection structure. The outrigger truss can directly transfer the load (such as tensile force, pressure or shear force) to the fixed steel column through the first fixing area, and the truss fixing member forms a support for the fixed steel column through the second fixing area. The symmetrically arranged first fixing area and second fixing area enable the extrusion force or tensile force received by the fixed steel column in the first fixing area and the second fixing area to be along the same radial line, avoiding the formation of shear force on the fixed steel column, thereby preventing the fixed steel column from bending or deforming under the action of shear force. In this way, the force on the fixed steel column is simplified, and the mechanical performance and durability of the fixed steel column are improved.

[0024] 3. As a preferred embodiment of the present invention, a plurality of diaphragms are arranged in the accommodating cavity, and the diaphragms are arranged in one-to-one correspondence with the upper edge and the lower edge of the first fixing area, and through holes are arranged on the diaphragms. The presence of the diaphragms effectively divides the space inside the fixed steel column into several independent small units. The concrete in each unit can work better with the fixed steel column, enhancing the integrity and stability of the entire steel column when bearing shear force. The force of the outrigger truss on the fixed steel column is mainly concentrated in the first fixing area. Diaphragms are arranged in one-to-one correspondence with the upper edge and the lower edge of the first fixing area. The diaphragms provide additional support for the first fixing area, forming a stress unit with a steel shell on the outside and concrete filled inside, locally strengthening the stress area of the fixed steel column and reducing the local deformation or buckling of the fixed steel column under the action of the load of the outrigger truss.

[0025] In addition, through holes are provided on the diaphragm to allow the discharge of gas during concrete pouring, ensuring that the concrete is filled densely, preventing the formation of voids or bubbles, thereby improving the quality of concrete pouring and ensuring the safety and durability of the structure. To a certain extent, the through holes can also serve as observation windows, facilitating construction personnel to check the concrete filling condition after pouring to ensure there are no omissions or defects.

[0026] 4. As a preferred embodiment of the present invention, the upper and lower sides of the diaphragm have convex arc transition surfaces. The cantilever truss applies a force to the diaphragm through the first fixed area. The arc transition surface can effectively disperse stress, making the stress on the diaphragm and its surrounding materials more uniform, reducing the risk of crack initiation and propagation. When the diaphragm is subjected to the squeezing forces on both sides of the first fixed area and the second fixed area, for a diaphragm formed by a traditional flat plate, it may bend under the action of the squeezing force, resulting in a weakened load-bearing capacity. The upper and lower sides of the diaphragm both have convex arc transition surfaces. Whether the diaphragm bends upward or downward, on the inner side of the bend, the arc transition surface forms an arch structure, which is more conducive to bearing the pressure. On the outer side of the bend, the convex arc transition surface forms a local thickening and strengthening of the diaphragm, which is more conducive to bearing the tensile force. Therefore, the design of the diaphragm greatly enhances the load-bearing capacity of the fixed steel column.

[0027] In addition, during the concrete pouring process, the arc transition surface can make the concrete flow more smoothly and fill the voids around the diaphragm, avoiding voids or non-dense areas caused by uneven grouting, thereby improving the overall quality and durability of the concrete. Moreover, the arc transition surface increases the contact area between the diaphragm and the concrete, enhancing the bonding force between the two, and further improving the integrity and stiffness of the steel column. When the fixed steel column bears the shear force at the diaphragm position, for a diaphragm formed by a traditional flat plate, the shear force occurs at the interface between the diaphragm and the concrete filled in the accommodation cavity, which may cause the diaphragm to become unstuck from the concrete and fall off. After the upper and lower sides of the diaphragm both have convex arc transition surfaces, during the transmission of the shear force, part of it is borne by the arc transition surface, reducing the possibility of the diaphragm separating from the concrete, and making full use of the property of the arc transition surface with strong stress-bearing capacity, greatly enhancing the load-bearing capacity of the fixed steel column.

[0028] 5. As a preferred embodiment of the present invention, the second connecting portion is provided with a plurality of anchoring protrusions protruding towards the shear wall, and the upper side of the anchoring protrusion is open to form a grouting port. The anchoring protrusions form a plurality of interfacial shear keys between the fixed steel column and the shear wall, increasing the contact area between the fixed steel column and the shear wall, thereby improving the bonding force and frictional force between the two, and enhancing the anchoring performance of the overall structure. Due to more firm anchoring, the fixed steel column and the concrete can work together better, showing higher bearing capacity and stability when bearing external loads.

[0029] In addition, the upper side of the anchoring protrusion is open to form a grouting port, which facilitates the grouting pipe to extend into the accommodation cavity from the grouting port, reducing the bending of the grouting pipe, thereby ensuring smoother flow of the grouting liquid in the grouting pipe, reducing the segregation problem caused by irregular flow of the grouting liquid in the grouting pipe, and ensuring the casting quality. The upper side openings of the plurality of anchoring protrusions form a plurality of grouting ports. During the concrete pouring process, the grouting ports higher than the pouring plane can also serve as exhaust channels to help discharge air and reduce bubble residues, further improving the quality and strength of the concrete. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] The drawings described herein are used to provide a further understanding of the present invention and constitute a part of the present invention. The schematic embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings:

[0031] Figure 1 It is a vertical cross-sectional view of the shear wall and the outrigger truss connected by the connecting structure according to an embodiment of the present invention;

[0032] Figure 2 It is a side view of the connecting structure according to an embodiment of the present invention;

[0033] Figure 3 It is a horizontal cross-sectional view of the fixed section according to an embodiment of the present invention;

[0034] Figure 4 It is a horizontal cross-sectional view of the fixed section according to another embodiment of the present invention;

[0035] Figure 5 It is a horizontal cross-sectional view of the transition section according to an embodiment of the present invention;

[0036] Figure 6 It is a horizontal cross-sectional view of the transition section according to another embodiment of the present invention.

[0037] Wherein:

[0038] 1 Connecting structure; 11 Fixed section; 111 Fixed steel column; 112 Accommodating cavity; 113 First fixed area; 114 Second fixed area; 115 Diaphragm; 1151 Through hole; 116 I-shaped fixed steel column; 1161 Upper flange; 1162 Lower flange; 1163 Web; 117 L-shaped outer steel; 1171 First connecting part; 1172 Second connecting part; 1173 Anchoring protrusion; 1174 Grouting port; 12 Transition section; 121 Transition steel column; 122 C-shaped outer steel; 123 I-shaped transition steel column; 124 Transition cavity; 125 Stud

[0039] 2 Shear wall; 21 Truss fixing piece; 22 Horizontal distribution reinforcement

[0040] 3 Outrigger truss Specific implementation mode

[0041] In order to more clearly illustrate the overall concept of the present invention, the following will be described in detail by way of examples in conjunction with the drawings of the specification.

[0042] In the following description, many specific details are set forth in order to provide a thorough understanding of the present invention. However, the present invention may be implemented in other ways different from those described herein. Therefore, the scope of protection of the present invention is not limited by the specific embodiments disclosed below.

[0043] In addition, in the description of the present invention, it should be understood that the orientation or positional relationship indicated by terms such as "top", "bottom", "inner", "outer", "axial", "radial", "circumferential", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention.

[0044] In the present invention, unless otherwise clearly defined and limited, terms such as "installation", "connection", "connection", "fixation", etc. should be understood in a broad sense. For example, it may be a fixed connection, a detachable connection, or an integral body; it may be a mechanical connection, an electrical connection, or a communication; it may be directly connected, or indirectly connected through an intermediate medium, and may be the communication inside two elements or the interaction relationship between two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0045] In the present invention, unless otherwise clearly specified and defined, the first feature being "on" or "under" the second feature may mean that the first and second features are in direct contact, or the first and second features are in indirect contact through an intermediate medium. In the description of this specification, the description with reference to terms such as "embodiment", "example", "an embodiment", "example" or "specific example" etc. means that the specific features, structures, materials or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic expressions of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described can be combined in a suitable manner in any one or more embodiments or examples.

[0046] As Figure 1 shown, a connection structure 1 between a shear wall 2 and an outrigger truss 3, the connection structure 1 is arranged on one side of the shear wall 2 facing the outrigger truss 3, a partial area of the connection structure 1 is exposed outside the shear wall 2, the connection structure 1 extends in the vertical direction, the connection structure 1 includes a fixed section 11 fixed to the outrigger truss 3, the fixed section 11 includes a fixed steel column 111, and at least one vertically penetrating accommodating cavity 112 filled with concrete is provided in the fixed steel column 111. A partial area of the fixed steel column 111 is located inside the shear wall 2 to be fixed to a truss fixing member 21 inside the shear wall 2, and a partial area of the fixed steel column 111 is exposed outside the shear wall 2 to be fixed to the outrigger truss 3.

[0047] It can be understood that the shear wall 2 is a structural member mainly used to resist the loads acting on the building in the horizontal direction, such as wind loads and seismic loads. It restricts the lateral displacement of the building through its own stiffness and transfers these loads to the foundation or ground. It is usually arranged perpendicular to the main axis of the building to form a "core tube" or other forms of strengthening layers to improve the stability of the entire structure.

[0048] The outrigger truss 3 is a common structural system in super high-rise buildings. It connects the core tube (usually enclosed spaces such as elevator shafts and stairwells) with the surrounding frame columns. The function of the outrigger truss 3 is to extend the rigidity of the core tube to the periphery at different heights, thereby enhancing the overall stiffness of the entire building and optimizing the distribution path of lateral forces.

[0049] The connection structure 1 between the outrigger truss 3 and the shear wall 2 plays an important role in the performance of super high-rise buildings. The connection structure 1 between the shear wall 2 and the outrigger truss 3 disclosed in the present invention enables the outrigger truss 3 and the shear wall 2 to be rigidly connected. At the same time, it can also avoid the increase in the thickness of the shear wall 2 caused by the outrigger truss 3 extending into the shear wall 2, improves the force between the outrigger truss 3 and the shear wall 2, simplifies the construction process, shortens the construction period, and improves the building quality.

[0050] It should be noted that a partial area of the connecting structure 1 is exposed outside the shear wall 2. The connecting structure 1 can be completely arranged inside the shear wall 2, and the outer side surface of the connecting structure 1 is flush with the outer side surface of the shear wall 2, that is to say, the outer side surface of the connecting structure 1 is exposed outside the shear wall 2. Or, a partial area of the connecting structure 1 is arranged inside the shear wall 2, and a partial area protrudes outward relative to the wall surface and is exposed outside the shear wall 2.

[0051] The connecting structure 1 is arranged on one side of the shear wall 2 facing the outrigger truss 3. A partial area of the connecting structure 1 is exposed outside the shear wall 2, and the connecting structure 1 extends in the vertical direction. The connecting structure 1 can be used as a vertical reinforcement of the shear wall 2, which can improve the stiffness of the wall itself and also enhance its overall stability when bearing vertical and horizontal loads, especially important in high-rise buildings. In addition, the connecting structure 1 can be used as a vertical reinforcement of the shear wall 2, and the corresponding position of the shear wall 2 does not need to be provided with concealed column longitudinal bars and stirrups, which can avoid the structural interference between the concealed column longitudinal bars and stirrups and the fixed steel column 111 and the steel skeleton of the shear wall 2, and reduce the structural design difficulty and construction difficulty.

[0052] It can be understood that in super high-rise buildings, a single outrigger truss 3 may not be sufficient to meet the strict lateral stiffness requirements or cope with complex load conditions. Therefore, outrigger trusses 3 are often arranged at multiple heights to form a so-called multi-story outrigger truss system. This layout can more effectively disperse the horizontal load and ensure that the building has sufficient lateral resistance at different heights. The present invention provides a fixed section 11 corresponding to each outrigger truss 3. The outrigger truss 3 is fixed to the fixed section 11.

[0053] The fixed section 11 includes a fixed steel column 111, and at least one vertically through accommodating cavity 112 filled with concrete is provided inside the fixed steel column 111. That is to say, the fixed section 11 is a system structure formed by the fixed steel column 111 made of metal wrapped on the outside and the poured concrete in the accommodating cavity 112. The fixed steel column 111 has strong tensile capacity, and the concrete column formed by pouring concrete in the accommodating cavity 112 has strong compressive capacity, thereby improving the overall mechanical properties of the fixed section 11, being beneficial to bearing various forces such as pressure, tension or shear force provided by the outrigger truss 3, and reducing the possibility of damage to the fixed section 11 under the action of force. At the same time, the fixed section 11 extending in the vertical direction can disperse and transmit the action of the force to the shear wall 2 under the action of the outrigger truss 3, thereby avoiding the concentration of force on the shear wall 2.

[0054] The accommodating cavity 112 that runs through the upper and lower parts of the fixed steel column 111 facilitates the pouring of concrete into the accommodating cavity 112, thus facilitating the construction of the concrete column and simplifying the construction process.

[0055] Part of the fixed steel column 111 is located within the shear wall 2 and is fixed to the truss fixture 21 within the shear wall 2, and part of the fixed steel column 111 is exposed outside the shear wall 2 and is fixed to the outrigger truss 3. The present invention does not limit the connection method between the fixed steel column 111, the truss fixture 21, and the outrigger truss 3. The fixed steel column 111, the truss fixture 21, and the outrigger truss 3 are all structures made of metal, and any one of welding connection, bolt connection, combined connection (welding + bolt), and special connectors (such as splints, angle steels, etc.) can be used.

[0056] Part of the fixed steel column 111 is exposed outside the shear wall 2 and is fixed to the outrigger truss 3, that is to say, the fixed area between the outrigger truss 3 and the fixed steel column 111 is exposed outside the shear wall 2. When the construction of the shear wall 2 is completed and the construction of the outrigger truss 3 is carried out, the fixed area can be visually observed, thus facilitating the fixed construction of the fixed steel column 111 and the outrigger truss 3. The outrigger truss 3 is fixed to the truss fixture 21 within the shear wall 2 through the fixed steel column 111, simplifying the force transmission path, facilitating mechanical calculation, and avoiding the occurrence of force mutation points. At the same time, it can avoid the length of the outrigger truss 3 extending into the shear wall 2, and the fixed steel column 111 forms an obstruction for the steel skeleton or truss fixture 21 within the shear wall 2, replacing the role of the protective layer, thereby avoiding the thickening design of the shear wall 2 and reducing the civil engineering cost of the building.

[0057] As a preferred embodiment of the present invention, as Figure 1 shown, the outrigger truss 3 and the fixed steel column 111 have a first fixed area 113 in contact with each other. A truss fixture 21 is provided within the shear wall 2, and the truss fixture 21 and the fixed steel column 111 have a second fixed area 114 in contact with each other. The first fixed area 113 and the second fixed area 114 are symmetric with respect to the axis of the connection structure 1.

[0058] It can be understood that, as Figure 1 shown, the outrigger truss 3 generally consists of an upper chord, a lower chord, and web members, and these members are connected together through joints to form a stable geometric shape. First fixed areas 113 are provided at the contact positions of the upper chord, the lower chord, and the web members with the fixed steel column 111.

[0059] The outrigger truss 3 can directly transfer loads (such as tensile force, compressive force or shear force) to the fixed steel column 111 through the first fixed area 113, and the truss fixture 21 forms a support for the fixed steel column 111 through the second fixed area 114. The symmetrically arranged first fixed area 113 and second fixed area 114 enable the compressive force or tensile force received by the fixed steel column 111 in the first fixed area 113 and the second fixed area 114 to be along the same radial line, avoiding the formation of shear force on the fixed steel column 111, thereby preventing the fixed steel column 111 from bending or deforming under the action of shear force. In this way, the force on the fixed steel column 111 is simplified, and the force-bearing performance and durability of the fixed steel column 111 are improved.

[0060] Furthermore, as Figure 1 shown, the truss fixture 21 has a second fixed side fixed to the fixed steel column 111, and the outrigger truss 3 has a first fixed side fixed to the fixed steel column 111. The structure of the first fixed side is symmetric with respect to the axis of the connection structure 1 relative to the structure of the second fixed side. Not only are the first fixed area 113 and the second fixed area 114 symmetrical, but also the partial structures of the outrigger truss 3 and the truss fixture 21 connected to the fixed steel column 111 are symmetrical. In this way, it is determined that the force of the outrigger truss 3 on the fixed steel column 111 and the force of the truss fixture 21 on the fixed steel column 111 are symmetrical, thereby further simplifying the force transmission path from the outrigger truss 3 to the truss fixture 21, reducing the shear force borne by the fixed steel column 111, and enabling the fixed steel column 111 to bear more compressive force or tensile force, avoiding the bending and deformation of the fixed steel column 111 caused by shear force. A clear force transmission path can avoid the occurrence of distortion points such as stress concentration, and is more convenient for mechanical design and calculation.

[0061] As an embodiment under this implementation manner, as Figures 1 to 4 shown, a plurality of diaphragms 115 are arranged in the accommodation cavity 112. The diaphragms 115 are arranged in one-to-one correspondence with the upper edge and the lower edge of the first fixed area 113, and through holes 1151 are arranged on the diaphragms 115.

[0062] The presence of the diaphragm 115 effectively divides the space inside the fixed steel column 111 into several independent small units. The concrete within each unit can work better in coordination with the fixed steel column 111, enhancing the integrity and stability of the entire steel - reinforced column when bearing shear force. The force exerted by the outrigger truss 3 on the fixed steel column 111 is mainly concentrated in the first fixed area 113. Diaphragms 115 are provided in one - to - one correspondence with the upper edge and the lower edge of the first fixed area 113. The diaphragms 115 provide additional support to the first fixed area 113, forming a stress - bearing unit with a steel outer shell on the outside and concrete filled inside, locally strengthening the stress - bearing area of the fixed steel column 111 and reducing the local deformation or buckling of the fixed steel column 111 under the load of the outrigger truss 3.

[0063] In addition, as Figure 3 and Figure 4 shown, through - holes 1151 are provided on the diaphragm 115, allowing the gas to escape during concrete pouring, ensuring that the concrete is filled densely, preventing the formation of cavities or bubbles, thereby improving the quality of concrete pouring and ensuring the safety and durability of the structure. To a certain extent, the through - holes 1151 can also serve as observation windows, facilitating the construction personnel to check the concrete filling condition after pouring to ensure that there are no omissions or defects.

[0064] Furthermore, as Figure 3 and Figure 4 shown, the through - holes 1151 form an arc - shaped boundary on the diaphragm 115. The through - holes 1151 can be circular or elliptical, or semi - circular or semi - elliptical. Traditional right - angled or acute - angled edges are prone to stress concentration when bearing loads, which may lead to premature failure of local materials. The arc - shaped boundary can effectively disperse the stress, making the stress on the diaphragm 115 more uniform and reducing the risk of crack initiation and propagation.

[0065] Specifically, the upper and lower sides of the diaphragm 115 have convex arc transition surfaces. The upper and lower sides of the diaphragm 115 have convex arc transition surfaces. The cantilever truss 3 applies a force to the diaphragm 115 through the first fixing area 113. The arc transition surface can effectively disperse stress, making the stress on the diaphragm 115 and its surrounding materials more uniform, reducing the risk of crack initiation and propagation. When the diaphragm 115 is subjected to the squeezing forces on both sides of the first fixing area 113 and the second fixing area 114, for the diaphragm 115 formed by a traditional flat plate, bending may occur under the action of the squeezing force, resulting in a weakened load-bearing capacity. The upper and lower sides of the diaphragm 115 both have convex arc transition surfaces. Whether the diaphragm 115 bends upward or downward, on the inner side of the bend, the arc transition surface forms an arch structure, which is more conducive to bearing the pressure. On the outer side of the bend, the convex arc transition surface locally thickens and strengthens the diaphragm 115, which is more conducive to bearing the tensile force. Therefore, the design of the diaphragm 115 greatly enhances the load-bearing capacity of the fixed steel column 111.

[0066] In addition, during the concrete pouring process, the arc transition surface can make the concrete flow more smoothly and fill the voids around the diaphragm 115, avoiding voids or non-dense areas caused by uneven grouting, thereby improving the overall quality and durability of the concrete. Moreover, the arc transition surface increases the contact area between the diaphragm 115 and the concrete, enhancing the bonding force between the two, and further improving the integrity and stiffness of the steel-concrete composite column. When the fixed steel column 111 bears the shear force at the position of the diaphragm 115, for the diaphragm 115 formed by a traditional flat plate, the shear force occurs at the interface between the diaphragm 115 and the concrete filled in the accommodation cavity 112, which may cause the diaphragm 115 to become detached from the concrete due to insufficient adhesion. After the upper and lower sides of the diaphragm 115 both have convex arc transition surfaces, during the transmission of the shear force, part of the shear force is borne by the arc transition surface, reducing the possibility of the diaphragm 115 being detached from the concrete, and making full use of the strong stress-bearing ability of the arc transition surface, greatly enhancing the load-bearing capacity of the fixed steel column 111.

[0067] As a preferred embodiment of the present invention, as Figure 3 and Figure 4As shown, the fixed steel column 111 includes an I-shaped fixed steel column 116 and two L-shaped external steels 117. The I-shaped fixed steel column 116 has an upper flange 1161 located in the shear wall 2, a lower flange 1162 exposed from the shear wall 2, and a web 1163. The two L-shaped external steels 117 are respectively located on both sides of the web 1163. The L-shaped external steel 117 has a first connecting portion 1171 connected to the lower flange 1162 and a second connecting portion 1172 connected to the upper flange 1161. The second connecting portion 1172 is bent relative to the first connecting portion 1171 to form a fixed steel column 111 with two accommodating cavities 112.

[0068] It is understood that the I-shaped fixed steel column 116 is a steel member with a cross-sectional shape similar to the letter "I" or the Chinese character "工", which is composed of two parallel flange plates and a vertical web 1163. It is widely used in construction projects and is favored for its good bending resistance and high material utilization. L-shaped outer steel 117 refers to a construction method in which an L-shaped steel plate is wrapped around the outside of the main steel structure. It can be a single-sided or double-sided L-shaped, and is usually used to enhance the local stiffness of a specific part or as an additional support.

[0069] Specifically, Figure 3 and Figure 4 As shown, the I-shaped fixed steel column 116 has an upper flange 1161 located inside the shear wall 2, a lower flange 1162 exposed outside the shear wall 2, and a web 1163, and the width of the upper flange 1161 is smaller than the width of the lower flange 1162. The L-shaped outer steel 117 is a single-sided L-shape. The L-shaped outer steel 117 and the I-shaped fixed steel column 116 are combined into a "日"-shaped fixed steel column 111, which not only enhances the overall rigidity of the structure, but also provides a better wrapping and restraint effect for the concrete poured inside.

[0070] In the accommodating cavity 112 of the fixed steel column 111, it is necessary to set up a transverse partition 115 structure and carry out concrete pouring operations. The fixed steel column 111, which is assembled by an I-shaped fixed steel column 116 and an L-shaped outer steel 117, is convenient for carrying out construction operations inside the accommodating cavity 112. At the same time, it is convenient to observe the operation quality inside the accommodating cavity 112. The fixed steel column 111 is positioned through the position of the transverse partition 115 inside the accommodating cavity 112, thereby improving the installation accuracy of the fixed steel column 111.

[0071] As an example of this implementation, Figures 2 to 4As shown, the second connecting portion 1172 is provided with a plurality of anchoring protrusions 1173 protruding towards the shear wall 2, and the upper side of the anchoring protrusion 1173 is open to form a grouting port 1174. The anchoring protrusions 1173 form a plurality of interfacial shear keys between the fixed steel column 111 and the shear wall 2, increasing the contact area between the fixed steel column 111 and the shear wall 2, thereby improving the bonding force and frictional force between the two, and enhancing the anchoring performance of the overall structure. Due to more firm anchoring, the fixed steel column 111 and the concrete can work together better, showing higher load-bearing capacity and stability when bearing external loads.

[0072] In addition, the upper side of the anchoring protrusion 1173 is open to form a grouting port 1174, which facilitates the grouting pipe to extend into the accommodation cavity 112 from the grouting port 1174, reducing the bending of the grouting pipe, so as to ensure that the grouting liquid flows more smoothly in the grouting pipe, reducing the segregation problem caused by the irregular flow of the grouting liquid in the grouting pipe, and ensuring the pouring quality. The upper side openings of the plurality of anchoring protrusions 1173 form a plurality of grouting ports 1174. During the concrete pouring process, the grouting ports 1174 higher than the pouring plane can also serve as exhaust channels to help discharge air, reduce the residual bubbles, and further improve the quality and strength of the concrete.

[0073] Specifically, as Figure 4 and Figure 6 shown, a plurality of horizontally distributed reinforcement bars 22 are arranged in the shear wall 2, and the horizontally distributed reinforcement bars 22 pass through the grouting port 1174 to connect the shear wall 2 and the fixed section 11. The horizontally distributed reinforcement bars 22 are one of the important steel bar configurations in the shear wall 2, mainly used to resist the shear force and bending stress in the horizontal direction, and ensure that the wall can maintain sufficient stiffness and stability when subjected to lateral loads. They are usually continuously arranged along the height direction of the wall, together with the vertically distributed reinforcement bars, forming a grid-like steel bar framework. In the present invention, a plurality of horizontally distributed reinforcement bars 22 pass through the shear wall 2, pass through the grouting port 1174, and extend into the fixed section 11.

[0074] First of all, the design that the horizontally distributed reinforcement bars 22 pass through the fixed section 11 through the grouting port 1174 makes the arrangement of the fixed steel column 111 more flexible. When installing the fixed steel column 111, first make the horizontally distributed reinforcement bars 22 pass through the grouting port 1174, which provides a positioning direction for the installation of the fixed steel column 111. In addition, after the horizontally distributed reinforcement bars 22 pass through the grouting port 1174, they can provide a certain supporting force for the fixed steel column 111, facilitating the on-site installation and adjustment of the fixed steel column 111.

[0075] In addition, the horizontal distribution bars 22 extend into the fixed section 11 through the grouting ports 1174 and form an effective connection with the steel skeleton, greatly enhancing the bonding strength between the shear wall 2 and the fixed section 11, and ensuring that the two work together when bearing external loads. The presence of the horizontal distribution bars 22 enables the loads transferred from the outrigger truss 3 to be more evenly dispersed through the steel bars into the entire fixed section 11 and the surrounding concrete, reducing the phenomenon of local stress concentration and improving the overall stability of the joint area.

[0076] As a preferred embodiment of the present invention, as Figure 1 and Figure 2 shown, the connection structure 1 includes a plurality of fixed sections 11, the fixed sections 11 are arranged in one-to-one correspondence with multiple layers of the outrigger trusses 3, and a transition section 12 is provided between adjacent fixed sections 11 to connect the multiple fixed sections 11 to form the connection structure 1.

[0077] It can be understood that for super high-rise buildings, outrigger trusses 3 are often arranged at multiple heights to form a so-called multi-layer outrigger truss system. One fixed section 11 is provided corresponding to each layer of the outrigger truss 3 for facilitating the fixation of the outrigger truss 3. And between adjacent layers of the outrigger trusses 3, that is, between adjacent fixed sections 11, a transition section 12 is provided for connection to form the connection structure 1.

[0078] The presence of the transition section 12 ensures a smooth transition between the multiple fixed sections 11, avoiding problems such as stress concentration or uneven deformation caused by directly connecting the fixed sections 11 at different heights. The multiple fixed sections 11 and the transition section 12 work together to significantly improve the overall lateral stiffness of the building, especially showing better stability under wind loads and seismic actions. Moreover, the vertical tensile and compressive forces can be smoothly transferred from one fixed section 11 to another, avoiding problems such as stress concentration or uneven deformation caused by directly connecting the fixed sections 11 at different heights.

[0079] As a preferred embodiment of this embodiment, as Figure 5 and Figure 6 shown, the transition section 12 includes a transition steel column 121, the transition steel column 121 includes a C-shaped outer steel 122 and an I-shaped transition steel column 123, the C-shaped outer steel 122 surrounds the I-shaped transition steel column 123, the C-shaped outer steel 122 is connected to any one of the two flanges of the I-shaped transition steel column 123 to enclose a transition cavity 124 for pouring concrete, the outer edge dimension of the horizontal cross-section of the transition steel column 121 is consistent with that of the fixed section 11, and the transition cavity 124 is communicated with the accommodation cavity 112.

[0080] It can be understood that the C-shaped externally-bonded steel 122 has a "C" cross-section with an open side and two closed sides. This shape enables it to be conveniently wrapped around the outside of other steel components and fixed by welding or other means. The C-shaped externally-bonded steel 122 surrounds the outside of the I-shaped transition steel column 123 to form a closed or semi-closed space. The I-shaped transition steel column 123 is located within the transition cavity 124 and acts as a reinforcing bar for the concrete poured within the transition cavity 124, enhancing the load-bearing capacity of the entire transition section 12.

[0081] The transition steel column 121 transfers the vertical load-bearing capacity between adjacent fixed sections 11 and bears less lateral extrusion pressure. In the transition cavity 124 of the transition steel column 121, structures such as diaphragms 115 do not need to be designed. The structure of the transition steel column 121 with the C-shaped externally-bonded steel 122 can maintain better integrity, reduce the construction operations of multiple splicings, and improve the construction convenience.

[0082] The outer edge dimensions of the horizontal cross-section of the transition steel column 121 are consistent with those of the fixed section 11, facilitating the connection operation between the transition steel column 121 and the fixed steel column 111. Moreover, when bearing vertical forces, there will be no offset in the position of the acting force, thus reducing the generation of shear forces.

[0083] The transition cavity 124 communicates with the accommodation cavity 112, which not only facilitates the concrete pouring operation, but also, after the concrete pouring is completed, the concrete within the transition cavity 124 and the accommodation cavity 112 forms an integral structure, further enhancing the integrity of the connection structure 1.

[0084] Preferably, as Figure 5 shown, the I-shaped transition steel column 123 is provided with stud bolts 125, and the stud bolts 125 extend into the transition cavity 124 and / or the concrete structure of the shear wall 2.

[0085] Stud bolts 125 are short and thick steel bars, usually welded to the surface of the steel structure and extending into the surrounding concrete. Their main function is to provide effective bonding between the steel structure and the concrete, prevent relative slippage between the two, and thus improve the integrity and load-bearing capacity of the structure.

[0086] The presence of the stud bolts 125 forms a solid whole between the I-shaped transition steel column 123 and the concrete, significantly enhancing the flexural, shear and load-bearing capacities of the joint area. Especially when bearing large loads, this design shows higher stability and reliability. The stud bolts 125 not only act as shear keys to enhance the bonding force between the steel skeleton and the concrete, but also play a role in directly transferring vertical tensile and compressive forces. This enables the force to be smoothly transferred from one layer of the fixed section 11 to another layer, avoiding complex intermediate force transfer links and improving the efficiency and reliability of force transfer.

[0087] Specifically, the stud 125 is usually symmetrically arranged on both sides of the web of the I-shaped transition steel column 123 to ensure uniform force bearing. According to the specific engineering requirements, studs 125 can also be arranged on the flange plate to further enhance the overall stiffness of the joint area. According to the building design code, the spacing of the studs 125 should meet certain standards to ensure their effective function. Generally, the maximum spacing should not exceed 400 mm. To ensure the bonding strength between the stud 125 and the concrete, sufficient anchorage length must be ensured. Usually, the anchorage length is not less than 50 mm.

[0088] What is not described in this invention can be achieved by adopting or referring to the existing technologies.

[0089] Each embodiment in this specification is described in a progressive manner. For the same or similar parts among the embodiments, reference can be made to each other, and the key point of each embodiment is to illustrate the differences from other embodiments.

[0090] The above description is only for the embodiments of the present invention and is not intended to limit the present invention. For those skilled in the art, various modifications and changes can be made to the present invention. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included within the scope of the claims of the present invention.

Claims

1. A connection structure between a shear wall and an outrigger truss, characterized in that: The connecting structure is arranged on a side of the shear wall facing the cantilever truss, a partial area of ​​the connecting structure is exposed from the shear wall, the connecting structure extends in the vertical direction, the connecting structure includes a fixed section fixed to the cantilever truss, the fixed section includes a fixed steel column, the fixed steel column has at least one accommodating cavity poured with concrete and extending from top to bottom, a partial area of ​​the fixed steel column is located in the shear wall to be fixed to the truss fixing part in the shear wall, and a partial area of ​​the fixed steel column is exposed from the shear wall to be fixed to the cantilever truss.

2. The connection structure of the shear wall and the outrigger truss according to claim 1, characterized in that: The outrigger truss and the fixed steel column have a first fixing area in contact, a truss fixing piece is arranged in the shear wall, the truss fixing piece and the fixed steel column have a second fixing area in contact, and the first fixing area and the second fixing area are symmetrical relative to the axis of the connecting structure.

3. The connection structure of the shear wall and the outrigger truss according to claim 2, characterized in that: A plurality of transverse partitions are arranged in the accommodating cavity. The transverse partitions are arranged in one-to-one correspondence with the upper edge and the lower edge of the first fixing area, and the transverse partitions are provided with through holes.

4. The connection structure of the shear wall and the outrigger truss according to claim 3, characterized in that: The upper and lower side surfaces of the transverse partition are provided with convex arc transition surfaces.

5. The connection structure of the shear wall and the outrigger truss according to claim 1, characterized in that: The fixed steel column includes an I-shaped fixed steel column and two L-shaped outer steels. The I-shaped fixed steel column has an upper flange located in the shear wall, a lower flange exposed from the shear wall, and a web. The two L-shaped outer steels are respectively located on both sides of the web. The L-shaped outer steel has a first connecting portion connected to the lower flange and a second connecting portion connected to the upper flange. The second connecting portion is bent relative to the first connecting portion to form a fixed steel column with two accommodating cavities.

6. The connection structure of the shear wall and the outrigger truss according to claim 5, characterized in that: The second connection portion is provided with a plurality of anchoring protrusions protruding toward the shear wall, and the upper sides of the anchoring protrusions are opened to form grouting ports.

7. The connection structure of the shear wall and the outrigger truss according to claim 6, characterized in that: A plurality of horizontal distribution bars are arranged in the shear wall, and the horizontal distribution bars pass through the grouting port to connect the shear wall and the fixed section.

8. The connection structure of the shear wall and the outrigger truss according to claim 1, characterized in that: The connection structure includes a plurality of fixed sections, and the fixed sections are arranged in one-to-one correspondence with the multiple layers of the outrigger trusses. A transition section is arranged between adjacent fixed sections to connect the plurality of fixed sections to form the connection structure.

9. The connection structure of the shear wall and the outrigger truss according to claim 8, characterized in that: The transition section includes a transition steel column, which includes a C-shaped outer steel and an I-shaped transition steel column. The C-shaped outer steel surrounds the I-shaped transition steel column, and the C-shaped outer steel is connected to any one of the two flanges of the I-shaped transition steel column to form a transition cavity for pouring concrete. The outer edge size of the horizontal cross-section of the transition steel column is consistent with the fixed section, and the transition cavity is communicated with the accommodating cavity.

10. The connection structure of the shear wall and the outrigger truss according to claim 9, characterized in that: The I-shaped transition steel column is provided with studs, and the studs extend into the transition cavity and / or the concrete structure of the shear wall.

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