Connecting structure of reinforced shear wall and outrigger truss

Abstract

The utility model discloses a reinforced shear wall and outrigger truss connecting structure, the connecting structure is arranged on one side of the shear wall facing the outrigger truss, partial area of the connecting structure is exposed out of the shear wall, the connecting structure extends along the vertical direction, the connecting structure comprises a fixed section fixed with 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. Anti-seismic dampers are arranged in the fixed section steel column and located at the upper end and the lower end of the fixed section steel column. The problems that in a building located in a multi-earthquake area, when the shear wall is rigidly connected with the outrigger truss, the shear wall is large in thickness and high in civil engineering cost, and due to structural interference, the construction technology is tedious, and the vertical bearing capacity and lateral force resistance of the shear wall are reduced are solved.

Description

Technical Field

[0001] This application belongs to the field of building engineering, and specifically relates to a connection structure between an enhanced shear wall and an outrigger truss. Background Technology

[0002] In super high-rise office buildings, to improve structural lateral stiffness, optimize the tower's lateral deformation curve, and reduce horizontal lateral displacement, strengthening layers are typically introduced into the architectural design. The structural arrangement of strengthening layers generally involves the use of outrigger trusses, shear walls, or similar structures. The connection method between the outrigger trusses and shear walls is crucial to the overall performance and construction efficiency of the building, directly affecting its safety and stability under extreme loads such as earthquakes.

[0003] The connection between shear walls and outrigger trusses includes two types: hinged connections and rigid connections. Hinged connections only consider the transfer of axial and shear forces to the shear wall, not the transfer of end moments. In practice, the web of the outrigger truss is typically extended into the shear wall and connected to the internal steel frame to ensure axial load-bearing capacity. However, to ensure equal load-bearing capacity under axial loads, measures such as thickening or increasing the web at the ends of the outrigger truss chords are usually taken. When the web is significantly increased in height, the hinged assumptions differ from the actual stress conditions, and the actual bending moment at the chord ends cannot be ignored, potentially leading to a reduction in structural stiffness and construction inefficiencies.

[0004] Therefore, shear walls and outrigger trusses are typically connected using rigid connections. In rigid connections, the outrigger truss chords must penetrate deep into the shear wall and connect to the steel frame to transfer tensile or compressive bending loads. However, rigid connections require equal strength, necessitating sufficient anchorage length and width of the outrigger truss chord flanges within the shear wall, as well as the shared load-bearing capacity of the concrete and steel. A protective layer of a certain thickness must be reserved around the steel frame, significantly increasing the shear wall thickness, thereby raising the civil engineering costs of the super high-rise core tube and reducing the usable building area. Furthermore, under seismic loading, while rigid connections can transfer bending moments, their large anchorage length and protective layer thickness may affect the overall ductility and energy dissipation capacity of the structure.

[0005] Furthermore, the structural interference caused by the connection between the outrigger truss and the steel frame inside the shear wall makes it difficult to install vertical reinforcements or other structures within the shear wall, resulting in complicated construction processes. At the same time, it may also create structural weak points in the shear wall, affecting the vertical bearing capacity and lateral force resistance of the shear wall.

[0006] Therefore, in seismic design, buildings need to possess sufficient ductility and energy dissipation capacity to absorb and dissipate seismic energy and reduce structural damage. Traditional hinged and rigid connection methods have shortcomings in seismic performance: hinged connections cannot effectively resist horizontal lateral displacement, while rigid connections increase the thickness and cost of shear walls due to larger anchorage lengths and protective layer thicknesses. Utility Model Content

[0007] This utility model provides an enhanced connection structure between shear walls and outrigger trusses to solve the problems of large shear wall thickness, high civil engineering costs, and cumbersome construction processes, reduced vertical bearing capacity and lateral force resistance of shear walls when rigidly connecting shear walls and outrigger trusses in buildings located in seismic zones.

[0008] The technical solution adopted in this utility model is as follows:

[0009] This application provides a connection structure between an enhanced shear wall and an outrigger truss. The connection structure is disposed on the side of the shear wall facing the outrigger truss, with a portion of the connection structure exposed outside the shear wall. The connection structure extends vertically and includes a fixing section fixed to the outrigger truss. The fixing section includes a fixed steel column, which has at least one vertically penetrating cavity filled with concrete. A portion of the fixed steel column is located inside the shear wall to be fixed to truss fasteners within the shear wall, while a portion of the fixed steel column is exposed outside the shear wall to be fixed to the outrigger truss.

[0010] The fixed steel column is equipped with seismic dampers, which are located at the upper and lower ends of the fixed steel column.

[0011] According to the enhanced shear wall and outrigger truss connection structure provided in the embodiments of this application, the connection structure is located on the side of the shear wall facing the outrigger truss and extends vertically. The connection structure includes a fixed section fixed to the outrigger truss, and the fixed section includes a fixed steel column. The fixed steel column has at least one vertically penetrating cavity filled with concrete. The concrete filling in the cavity of the fixed steel column increases the rigidity of the fixed steel column itself. The fixed steel column can be used as a vertical stiffener for the shear wall, which can improve the rigidity of the wall itself and enhance its overall stability when bearing vertical and horizontal loads, which is especially important in high-rise buildings. In addition, the fixed steel column can be used as a vertical stiffener for the shear wall, and the corresponding position of the shear wall does not need to be provided with hidden column longitudinal reinforcement and stirrups, which can avoid structural interference between the hidden column longitudinal reinforcement and stirrups and the fixed steel column and the steel frame of the shear wall, reducing the difficulty of structural design and construction.

[0012] The fixed steel column's receiving cavity is filled with concrete. The fixed steel column has strong tensile strength, while the concrete column formed by the filling cavity has strong compressive strength. This improves the overall load-bearing performance of the fixed section, making it better able to withstand various forces such as pressure, tension, and shear forces provided by the outrigger truss, and reducing the possibility of damage to the fixed section under stress. At the same time, the vertically extending connecting structure can disperse and transfer the force of the outrigger truss to the shear wall, thus avoiding force concentration on the shear wall.

[0013] A portion of the fixed steel columns is exposed outside the shear wall to be secured to the outrigger truss. This means the securing area between the outrigger truss and the fixed steel columns is exposed within the shear wall. After the shear wall construction is complete, the securing area can be directly observed during outrigger truss construction, facilitating the installation of the fixed steel columns and the outrigger truss. The outrigger truss is secured to the truss fasteners within the shear wall via the fixed steel columns, simplifying the force transmission path, facilitating mechanical calculations, and avoiding abrupt stress points. Simultaneously, it avoids the outrigger truss extending into the shear wall, and the fixed steel columns act as a shield for the steel framework or truss fasteners within the shear wall, replacing the function of a protective layer. This eliminates the need for thickening the shear wall, reducing construction costs.

[0014] The primary function of seismic dampers is to absorb seismic energy and reduce the amplitude of structural vibrations under seismic loads. By installing seismic dampers at both ends of fixed steel columns, energy can be effectively dissipated during an earthquake, reducing the structure's displacement and acceleration responses. Seismic dampers effectively reduce the deformation of fixed steel columns and their connections, preventing structural damage or failure due to excessive deformation. This design significantly improves the overall seismic resistance of buildings, especially in high-intensity earthquake zones. The design of seismic dampers makes the structure more flexible under seismic impacts, avoiding brittle failure. Increased ductility helps the structure maintain overall stability and safety under extreme load conditions. Furthermore, seismic dampers not only absorb seismic energy but also dissipate it through their own deformation. This dual mechanism greatly enhances the structure's energy dissipation capacity and reduces the impact of earthquakes on buildings.

[0015] The enhanced shear wall and outrigger truss connection structure of this utility model also has the following additional technical features:

[0016] According to one embodiment of this application, the outrigger truss and the fixed steel column have a first fixing area in contact, a truss fixing member is provided in the shear wall, the truss fixing member and the fixed steel column have a second fixing area in contact, and the first fixing area and the second fixing area are symmetrical with respect to the axis of the connecting structure;

[0017] The first fixed area and / or the second fixed area are provided with seismic reinforcement plates, and the seismic reinforcement plates are provided with temperature compensation devices, which are adapted to adjust the position of the seismic reinforcement plates when the temperature changes.

[0018] According to one embodiment of this application, a plurality of transverse partitions are provided in the receiving cavity, and the transverse partitions are provided one-to-one with the upper edge and lower edge of the first fixed area, and through holes are provided on the transverse partitions;

[0019] Seismic reinforcing ribs are formed on the diaphragm, and the seismic reinforcing ribs are arranged along the edge of the diaphragm.

[0020] According to one embodiment of this application, the upper and lower sides of the diaphragm have raised arc transition surfaces;

[0021] The radius of curvature of the arc transition surface is 50mm to 150mm;

[0022] Stress monitoring sensors are installed around the diaphragm and the arc transition surface to monitor the stress state and deformation of the diaphragm in real time.

[0023] According to one embodiment of this application, 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 plates have 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 receiving cavities.

[0024] Seismic reinforcing ribs are formed on the I-shaped fixed steel column and the L-shaped outer steel.

[0025] According to one embodiment of this application, the second connection portion is provided with a plurality of anchoring protrusions protruding toward the shear wall, and the upper side of the anchoring protrusions is opened to form a grouting port;

[0026] The grouting port has a funnel-shaped structure, and an air vent is formed at the edge of the grouting port.

[0027] According to one embodiment of this application, a plurality of horizontally distributed reinforcing bars are provided inside the shear wall, and the horizontally distributed reinforcing bars pass through the grouting port to connect the shear wall and the fixed section;

[0028] Each of the grouting ports is provided with a reinforcing ring, which is connected to the horizontal distribution rib by welding or bolts.

[0029] According to one embodiment of this application, the connection structure includes multiple fixed sections, each fixed section being configured in a one-to-one correspondence with the multi-layer cantilever truss, and a transition section being provided between adjacent fixed sections to connect the multiple fixed sections to form the connection structure;

[0030] The transition section is equipped with the seismic damper, which is located at both the upper and lower ends of the transition section.

[0031] According to one embodiment of this application, 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 either of the two flanges of the I-shaped transition steel column to form a transition cavity for pouring concrete. The outer edge dimension of the horizontal cross-section of the transition steel column is consistent with that of the fixed section, and the transition cavity is connected to the receiving cavity.

[0032] According to one embodiment of this application, the I-shaped transition steel column is provided with studs, the studs extending into the transition cavity and / or the concrete structure of the shear wall;

[0033] The spacing between two adjacent studs shall not exceed 400 mm, and the anchorage length of the studs shall not be less than 50 mm. Attached Figure Description

[0034] The accompanying drawings, which are included to provide a further understanding of this application and form part of this application, illustrate exemplary embodiments and are used to explain this application, but do not constitute an undue limitation of this application. In the drawings:

[0035] Figure 1 This is a vertical cross-sectional schematic diagram of the connection between the shear wall and the outrigger truss through the connecting structure in one embodiment of the present invention;

[0036] Figure 2 This is a side view of the connection structure according to one embodiment of the present invention;

[0037] Figure 3 This is a schematic diagram of the horizontal cross-section of the fixed segment according to one embodiment of the present invention;

[0038] Figure 4 This is a schematic diagram of the horizontal cross-section of the fixed segment according to another embodiment of the present invention;

[0039] Figure 5 This is a schematic diagram of the horizontal cross-section of the transition section according to one embodiment of the present invention;

[0040] Figure 6This is a schematic diagram of the horizontal cross-section of the transition section according to another embodiment of the present invention.

[0041] in:

[0042] 1. Connecting structure; 11. Fixed section; 111. Fixed steel column; 112. Receiving cavity; 113. First fixed area; 114. Second fixed area; 115. Transverse 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;

[0043] 2. Shear wall; 21. Truss fasteners; 22. Horizontal distribution reinforcement;

[0044] 3. Outrigger truss. Detailed Implementation

[0045] To more clearly illustrate the overall concept of this application, a detailed explanation is provided below with reference to the accompanying drawings.

[0046] Many specific details are set forth in the following description to provide a thorough understanding of this application. However, this application may also be implemented in other ways different from those described herein. Therefore, the scope of protection of this application is not limited to the specific embodiments disclosed below. It should be noted that, unless otherwise specified, the embodiments of this application and the features thereof can be combined with each other.

[0047] Furthermore, it should be understood in the description of this application that the terms "top", "bottom", "inner", "outer", "axial", "radial", "circumferential", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application.

[0048] In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a communication connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0049] In this application, unless otherwise expressly specified and limited, the "above" or "below" of the second feature can mean that the first and second features are in direct contact, or that the first and second features are in indirect contact through an intermediate medium. In the description of this specification, references to terms such as "an embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described can be combined in any suitable manner in one or more embodiments or examples.

[0050] like Figure 1 As shown, a connection structure 1 between an enhanced shear wall 2 and an outrigger truss 3 is provided. The connection structure 1 is located on the side of the shear wall 2 facing the outrigger truss 3. A portion of the connection structure 1 is exposed outside the shear wall 2. The connection structure 1 extends vertically and includes a fixed section 11 fixed to the outrigger truss 3. The fixed section 11 includes a fixed steel column 111. The fixed steel column 111 has at least one vertically penetrating cavity 112 filled with concrete. A portion of the fixed steel column 111 is located inside the shear wall 2 to be fixed to the truss fixing member 21 inside the shear wall 2. A portion of the fixed steel column 111 is exposed outside the shear wall 2 to be fixed to the outrigger truss 3. An anti-seismic damper is provided inside the fixed steel column 111, and the anti-seismic damper is located at both the upper and lower ends of the fixed steel column 111.

[0051] Understandably, a shear wall is a structural member primarily used to resist horizontal loads on a building, such as wind and seismic loads. It limits lateral displacement of the building through its own stiffness and transfers these loads to the foundation or subgrade. It is typically arranged perpendicular to the building's main axis, forming a "core tube" or other form of reinforcing layer to improve the overall stability of the structure.

[0052] Outrigger trusses are a commonly used structural system in super high-rise buildings. They connect the core tube (usually enclosed spaces such as elevator shafts and stairwells) to the surrounding frame columns. The function of outrigger trusses is to extend the rigidity of the core tube to the perimeter at different heights, thereby enhancing the overall rigidity of the building and optimizing the distribution path of lateral forces.

[0053] The connection structure 1 between the outrigger truss 3 and the shear wall 2 plays a crucial role in the performance of super high-rise buildings. The connection structure 1 disclosed in this utility model allows for a rigid connection between the outrigger truss 3 and the shear wall 2, while also preventing the shear wall 2 from becoming too thick due to the outrigger truss 3 extending into it. This improves the stress distribution between the outrigger truss 3 and the shear wall 2, simplifies the construction process, shortens the construction period, and enhances the building quality.

[0054] It should be noted that a portion of the connecting structure 1 is exposed outside the shear wall 2. The connecting structure 1 can be completely housed within the shear wall 2, with its outer surface flush with the outer surface of the shear wall 2; that is, the outer surface of the connecting structure 1 is exposed outside the shear wall 2. Alternatively, a portion of the connecting structure 1 may be housed within the shear wall 2, while another portion protrudes outward relative to the wall surface and is exposed outside the shear wall 2.

[0055] The connecting structure 1 is located on the side of the shear wall 2 facing the outrigger truss 3, with a portion of the connecting structure 1 exposed outside the shear wall 2. The connecting structure 1 extends vertically. The connecting structure 1 can be used as a vertical stiffener for the shear wall 2, improving the wall's rigidity and enhancing its overall stability under vertical and horizontal loads, which is particularly important in high-rise buildings. Furthermore, the connecting structure 1 can function as a vertical stiffener for the shear wall 2, eliminating the need for concealed column longitudinal reinforcement and stirrups at corresponding locations on the shear wall 2. This avoids structural interference between the concealed column longitudinal reinforcement and stirrups and the fixed steel column 111 and the steel frame of the shear wall 2, reducing structural design and construction difficulty.

[0056] Understandably, in super high-rise buildings, a single-story outrigger truss 3 may not be sufficient to meet stringent lateral stiffness requirements or cope with complex load conditions. Therefore, outrigger trusses 3 are often installed at multiple heights, forming a so-called multi-story outrigger truss system. This arrangement can more effectively distribute horizontal loads and ensure that the building has sufficient lateral resistance at different heights. This invention provides a fixed section 11 for each story of the outrigger truss 3. The outrigger truss 3 is fixed to the fixed section 11.

[0057] The fixed section 11 includes a fixed steel column 111, which has at least one vertically penetrating cavity 112 filled with concrete. In other words, the fixed section 11 is a system structure formed by the fixed steel column 111, made of metal and encased on the outside, and the concrete filling the cavity 112. The fixed steel column 111 has strong tensile strength, and the concrete column formed by the concrete filling the cavity 112 has strong compressive strength, thereby improving the overall load-bearing performance of the fixed section 11. This helps it withstand various forces such as pressure, tension, or shear force provided by the outrigger truss 3, reducing the possibility of damage to the fixed section 11 under stress. Simultaneously, the fixed section 11, extending vertically, can disperse and transmit the force of the outrigger truss 3 to the shear wall 2, thus avoiding force concentration on the shear wall 2.

[0058] The vertically connected cavity 112 inside the fixed steel column 111 facilitates the pouring of concrete into the cavity 112, thereby facilitating the construction of the concrete column and simplifying the construction process.

[0059] A portion of the fixed steel column 111 is located within the shear wall 2 and is fixed to the truss fixing member 21 within the shear wall 2. A portion of the fixed steel column 111 is exposed outside the shear wall 2 and is fixed to the outrigger truss 3. This invention does not limit the connection method between the fixed steel column 111, the truss fixing member 21, and the outrigger truss 3. The fixed steel column 111, the truss fixing member 21, and the outrigger truss 3 are all metal structures and can be connected by welding, bolting, a combination of welding and bolting, or special connecting parts (such as clamps, angle steel, etc.).

[0060] A portion of the fixed steel column 111 is exposed outside the shear wall 2 to be fixed to the outrigger truss 3. In other words, the fixing area between the outrigger truss 3 and the fixed steel column 111 is exposed outside the shear wall 2. After the shear wall 2 is constructed, the fixing area can be directly observed during the construction of the outrigger truss 3, facilitating the fixing of the fixed steel column 111 and the outrigger truss 3. The outrigger truss 3 is fixed to the truss fixing member 21 within the shear wall 2 via the fixed steel column 111, simplifying the force transmission path, facilitating mechanical calculations, and avoiding sudden stress points. Simultaneously, it avoids the outrigger truss 3 extending into the shear wall 2, and the fixed steel column 111 acts as a shield for the steel frame or truss fixing member 21 within the shear wall 2, replacing the function of a protective layer. This avoids the need for a thickened design of the shear wall 2, reducing the building's civil engineering costs.

[0061] Seismic dampers are vibration reduction devices used in structures such as buildings and bridges to reduce the structure's vibration response by absorbing and dissipating seismic energy. Common types of seismic dampers include:

[0062] Viscous dampers: These utilize the resistance generated by a high-viscosity fluid (such as silicone oil) during piston movement to dissipate energy.

[0063] Friction damper: dissipates energy through sliding friction between two surfaces.

[0064] Metal yield damper: It uses the plastic deformation of metal materials to absorb energy.

[0065] Shape memory alloy dampers: utilize the superelastic properties of shape memory alloys to absorb energy and restore their original shape.

[0066] In this utility model, the seismic damper is installed at both the upper and lower ends of the fixed steel column 111, and the specific design is as follows:

[0067] Location and arrangement: The seismic dampers are located at the upper and lower ends of the fixed steel column 111 to ensure uniform distribution throughout the entire structural height, so as to absorb seismic energy to the maximum extent.

[0068] Connection method: The seismic damper is firmly connected to the steel frame inside the fixed steel column 111 and the shear wall 2 by high-strength bolts or welding to ensure that it will not displace or deform under stress.

[0069] Material selection: The seismic damper is made of high-strength, corrosion-resistant materials, such as stainless steel or special alloys, to ensure its long-term stable operation in harsh environments.

[0070] Seismic dampers effectively absorb and dissipate seismic energy, significantly reducing the vibration amplitude and acceleration response of structures. Especially under strong earthquakes, this capability effectively protects buildings from severe damage. Seismic dampers significantly reduce the deformation of fixed steel columns and their connections, preventing structural damage or failure due to excessive deformation. This is crucial for improving the overall seismic resistance and safety of buildings. The design of seismic dampers makes the structure more flexible under seismic impact, avoiding brittle failure. Increased ductility helps the structure maintain overall stability and safety under extreme load conditions. Seismic dampers not only absorb seismic energy but also dissipate it through their own deformation. This dual mechanism greatly enhances the structure's energy dissipation capacity and reduces the impact of earthquakes on buildings.

[0071] The seismic dampers are located at the upper and lower ends of the fixed steel column 111, which helps to evenly distribute stress and avoid local stress concentration. This design ensures a more rational force transmission path and reduces the risk of structural damage caused by uneven stress. Through the installation of the seismic dampers, the connection between the shear wall 2 and the outrigger truss 3 is more reliable, maintaining good mechanical properties under complex stress conditions and extending the service life of the structure. The standardized design and modular installation of the seismic dampers simplify the construction process, reduce on-site adjustments, and improve construction efficiency.

[0072] In addition, seismic dampers can mitigate the effects of thermal expansion and contraction caused by temperature changes, preventing structural damage due to temperature fluctuations. This is especially important in areas with large temperature differences. Seismic dampers are typically made of high-strength, corrosion-resistant materials, enabling them to operate stably in harsh environments for extended periods and extending the overall service life of the structure.

[0073] As a preferred embodiment of this utility model, such as Figure 1 As shown, the outrigger truss 3 has a first fixing area 113 in contact with the fixed steel column 111. A truss fixing member 21 is provided inside the shear wall 2. The truss fixing member 21 has a second fixing area 114 in contact with the fixed steel column 111. The first fixing area 113 and the second fixing area 114 are symmetrical with respect to the axis of the connecting structure 1. Seismic strengthening plates are provided in the first fixing area 113 and / or the second fixing area 114. A temperature compensation device is provided on the seismic strengthening plate. The temperature compensation device is adapted to adjust the position of the seismic strengthening plate when the temperature changes.

[0074] It is understandable that, such as Figure 1 As shown, the outrigger truss 3 generally consists of an upper chord, a lower chord, and web members, which are connected together by nodes to form a stable geometry. A first fixing area 113 is provided at the contact points between the upper chord, lower chord, and web members and the fixed steel column 111.

[0075] The outrigger truss 3 can directly transfer loads (such as tension, compression, or shear force) to the fixed steel column 111 through the first fixed area 113, and the truss fastener 21 supports the fixed steel column 111 through the second fixed area 114. The symmetrically arranged first fixed area 113 and second fixed area 114 ensure that the compressive or tensile forces on the fixed steel column 111 are along the same radial line, avoiding shear force on the fixed steel column 111 and thus preventing bending or deformation of the fixed steel column 111 under shear force. This simplifies the stress distribution on the fixed steel column 111 and improves its load-bearing performance and durability.

[0076] Furthermore, such as Figure 1 As shown, the truss fixing member 21 has a second fixing side fixed to the fixed steel column 111, and the outrigger truss 3 has a first fixing side fixed to the fixed steel column 111. The structure of the first fixing side and the structure of the second fixing side are symmetrical with respect to the axis of the connecting structure 1. Not only are the first fixing area 113 and the second fixing area 114 symmetrical, but also a portion of the structure of the outrigger truss 3 connected to the fixed steel column 111 is symmetrical with respect to the truss fixing member 21. This ensures that the force exerted by the outrigger truss 3 on the fixed steel column 111 and the force exerted by the truss fixing member 21 on the fixed steel column 111 are symmetrical, thereby further simplifying the force transmission path from the outrigger truss 3 to the truss fixing member 21, reducing the shear force borne by the fixed steel column 111, allowing the fixed steel column 111 to bear more compressive or tensile forces, and avoiding bending and deformation of the fixed steel column 111 due to shear force. A clear force path can avoid the occurrence of distortion points such as force concentration, and is more convenient for mechanical design and calculation.

[0077] Seismic strengthening plates are structural members used to enhance the local stiffness and load-bearing capacity of a structure. They are typically installed in critical load-bearing areas (such as fixed areas) to improve the overall stability and seismic performance of the structure. The main functions of seismic strengthening plates include:

[0078] Enhancing local stiffness: Reducing structural deformation under seismic loads by increasing local stiffness.

[0079] Distribute stress: Distribute stress evenly to avoid structural damage caused by localized stress concentration.

[0080] Improve connection reliability: Ensure a more robust and reliable connection between shear wall 2 and outrigger truss 3, preventing displacement or deformation under complex stress conditions.

[0081] Temperature compensation devices are used to regulate the thermal expansion and contraction caused by temperature changes, preventing stress concentration and structural damage resulting from these changes. Common temperature compensation devices include:

[0082] Metal bellows: The expandable and contractile properties of metal bellows are used to absorb the effects of thermal expansion and contraction.

[0083] Elastic gaskets: These compensate for displacement caused by temperature changes by deforming elastic materials.

[0084] Sliding supports: allow structural components to move freely within a certain range to adapt to temperature changes.

[0085] The installation of seismic strengthening plates significantly enhances the local stiffness of the first and / or second fixed zones, reducing deformation in these zones under seismic loads. This design helps improve the overall seismic resistance of the structure, protecting the building from severe damage. Seismic strengthening plates can evenly distribute stress, avoiding localized stress concentrations. Especially in areas prone to high-intensity earthquakes, this design effectively prevents structural failure due to excessive localized stress.

[0086] Temperature compensation devices automatically adjust the position of seismic-strengthened plates when temperatures change, preventing stress concentration caused by thermal expansion and contraction. This is especially important in areas with large temperature differences, effectively preventing structural damage due to temperature variations. Through the application of temperature compensation devices, seismic-strengthened plates can maintain good working condition under different temperature conditions, extending their service life. This is of great significance for long-term structural maintenance.

[0087] The installation of seismic-strengthened plates makes the force transmission path more rational, ensuring a uniform distribution of force throughout the structure. This not only improves the overall stability of the structure but also reduces the risk of localized damage caused by uneven force transmission. Through the installation of seismic-strengthened plates, the connection between shear wall 2 and outrigger truss 21 is more robust and reliable, maintaining good mechanical properties under complex stress conditions and extending the service life of the structure.

[0088] In addition, the standardized and modular design of seismic strengthening plates and temperature compensation devices can simplify the construction process, reduce the amount of on-site adjustments, and improve construction efficiency.

[0089] Seismic reinforcement plates and temperature compensation devices are typically made of high-strength, corrosion-resistant materials, enabling them to work stably in harsh environments for extended periods and extending the overall service life of the structure.

[0090] As one embodiment of this implementation, such as Figures 1 to 4 As shown, a plurality of transverse partitions 115 are provided in the receiving cavity 112. The transverse partitions 115 are provided one-to-one with the upper edge and lower edge of the first fixed area 113. The transverse partitions 115 are provided with through holes 1151. Seismic reinforcing ribs are formed on the transverse partitions 115 and are arranged along the edge of the transverse partitions 115.

[0091] The presence of the diaphragm 115 effectively divides the internal space of the fixed steel column 111 into several independent small units. The concrete in each unit can work better with the fixed steel column 111, enhancing the overall integrity and stability of the entire steel column when subjected to 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. The diaphragm 115 is installed on the upper and lower edges of the first fixed area 113, providing additional support to the first fixed area 113. This forms a load-bearing unit with an outer steel shell and an inner concrete filling, locally strengthening the load-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.

[0092] In addition, such as Figure 3 and Figure 4 As shown, the diaphragm 115 is provided with through holes 1151, which allow gas to escape during concrete pouring, ensuring that the concrete is densely filled and preventing the formation of voids or air bubbles. This improves the quality of concrete pouring and ensures the safety and durability of the structure. To a certain extent, the through holes 1151 can also serve as observation windows, facilitating construction personnel to inspect the concrete filling after pouring to ensure that there are no omissions or defects.

[0093] Furthermore, such as Figure 3 and Figure 4 As shown, the through hole 1151 forms an arc-shaped boundary on the diaphragm 115. The through hole 1151 can be circular or elliptical, or semi-circular or semi-elliptical. Traditional right-angled or acute-angled edges are prone to stress concentration under load, which may lead to premature failure of local materials. The arc-shaped boundary can effectively disperse stress, making the stress on the diaphragm 115 more uniform and reducing the risk of crack initiation and propagation.

[0094] Seismic stiffeners are used to enhance the local stiffness and load-bearing capacity of a structure, thereby improving its overall stability and seismic performance. The main functions of seismic stiffeners include:

[0095] Enhancing local stiffness: Reducing structural deformation under seismic loads by increasing local stiffness.

[0096] Distribute stress: Distribute stress evenly to avoid structural damage caused by localized stress concentration.

[0097] Improve connection reliability: Ensure a more robust and reliable connection between shear wall 2 and outrigger truss 3, preventing displacement or deformation under complex stress conditions.

[0098] Seismic reinforcing ribs are arranged along the edges of the diaphragm to ensure that stress is evenly distributed throughout the diaphragm when it is under load, thus avoiding localized stress concentration.

[0099] Seismic reinforcing ribs can be made of high-strength steel (such as Q345 or higher strength grade) to ensure that they have sufficient tensile strength and ductility.

[0100] Specifically, the upper and lower sides of the diaphragm 115 have raised arc transition surfaces; the radius of curvature of the arc transition surfaces is 50mm to 150mm; stress monitoring sensors are arranged around the diaphragm 115 and the arc transition surfaces to monitor the stress state and deformation of the diaphragm 115 in real time. The upper and lower sides of the diaphragm 115 have raised arc transition surfaces. The outrigger truss 3 applies force to the diaphragm 115 through the first fixed area 113. The arc transition surface can effectively disperse stress, making the stress on the diaphragm 115 and the surrounding material more uniform, reducing the risk of crack initiation and propagation. When the diaphragm 115 is subjected to the compressive force from both sides of the first fixed area 113 and the second fixed area 114, the diaphragm 115 formed by a traditional flat plate may bend under the compressive force, resulting in a weakening of its load-bearing capacity. The upper and lower sides of the diaphragm 115 have raised arc transition surfaces. Regardless of whether the diaphragm 115 is bent upwards or downwards, the arc transition surface on the inner side of the bend forms an arch structure, which is more conducive to bearing the pressure. On the outer side of the bend, the raised arc transition surface forms a local thickening and reinforcement of 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.

[0101] Furthermore, during concrete pouring, the rounded transition surface allows the concrete to flow more smoothly and fill the gaps around the diaphragm 115, avoiding voids or loose areas caused by uneven grouting, thereby improving the overall quality and durability of the concrete. Moreover, the rounded transition surface increases the contact area between the diaphragm 115 and the concrete, enhancing the bond between them and further improving the integrity and rigidity of the steel column. When the fixed steel column 111 is subjected to shear force at the position of the diaphragm 115, for a traditional flat diaphragm 115, the shear force occurs at the interface between the diaphragm 115 and the concrete filling the cavity 112, which may lead to weak adhesion and detachment of the diaphragm 115. However, with the raised rounded transition surfaces on both the upper and lower sides of the diaphragm 115, part of the shear force is borne by the rounded transition surfaces during transmission, reducing the possibility of the diaphragm 115 separating from the concrete. This fully utilizes the strong load-bearing capacity of the rounded transition surface, greatly enhancing the load-bearing capacity of the fixed steel column 111.

[0102] The radius of curvature of the arc transition surface is set to 50mm to 150mm. This range can be adjusted according to specific engineering requirements and material properties to achieve the best stress dispersion effect.

[0103] Stress monitoring sensors are used to monitor the stress state and deformation of structures in real time, helping to identify potential problems and take appropriate maintenance measures in a timely manner. Common stress monitoring sensors include:

[0104] Strain gauges: These measures the strain of a material to calculate stress and are suitable for stress monitoring in localized areas.

[0105] Fiber Bragg grating sensor: It uses the characteristics of fiber Bragg gratings to measure stress changes and is suitable for stress monitoring over a wide range.

[0106] Wireless sensors: transmit data wirelessly, making them easy to install and maintain, and suitable for hard-to-reach areas.

[0107] Stress monitoring sensors can monitor the stress state and deformation of the diaphragm 115 and its surrounding arc transition surface in real time, providing accurate data support. This real-time monitoring capability helps to detect potential problems in a timely manner and prevent small problems from developing into major failures.

[0108] In addition, combined with the central control system, the stress monitoring sensors can be set with early warning thresholds. When the detected stress or deformation exceeds the set value, the system will automatically issue an alarm to remind relevant personnel to take measures to ensure structural safety.

[0109] As a preferred embodiment of this utility model, such as Figure 3 and Figure 4 As shown, the fixed steel column 111 includes an I-shaped fixed steel column 116 and two L-shaped outer steel plates 117. 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. The two L-shaped outer steel plates 117 are located on both sides of the web 1163. The L-shaped outer steel plates 117 have 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 receiving cavities 112. Seismic reinforcing ribs are formed on the I-shaped fixed steel column 116 and the L-shaped outer steel plates 117.

[0110] It can be understood that the I-shaped fixed steel column 116 is a steel component with a cross-sectional shape similar to the letter "I" or the Chinese character "工", consisting 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 rate. The L-shaped external steel 117 refers to a construction method of wrapping the L-shaped steel plate around the external part of the main steel structure. It can be single-sided or double-sided L-shaped and is usually used to enhance the local stiffness of specific parts or as additional support.

[0111] Specifically, as Figure 3 and Figure 4 shown, the I-shaped fixed steel column 116 has an upper flange 1161 located within the shear wall 2, a lower flange 1162 exposed outside the shear wall 2, and a web 1163. The width of the upper flange 1161 is smaller than the width of the lower flange 1162. The L-shaped external steel 117 is single-sided L-shaped. The L-shaped external 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 stiffness of the structure but also provides a better wrapping and restraint effect for the internally poured concrete.

[0112] Within the accommodation cavity 112 of the fixed steel column 111, a diaphragm 115 structure needs to be set up and concrete pouring operations are carried out. The fixed steel column 111 formed by the combination of the I-shaped fixed steel column 116 and the L-shaped external steel 117 facilitates the construction operations inside the accommodation cavity 112. At the same time, it is convenient to observe the construction quality inside the accommodation cavity 112. The position of the diaphragm 115 and other positions inside the accommodation cavity 112 are used for positioning the fixed steel column 111, improving the installation accuracy of the fixed steel column 111.

[0113] The seismic reinforcement bars reduce the deformation of the structure under earthquake action by increasing the local stiffness, distribute the stress evenly, and avoid structural damage caused by local stress concentration. Ensure that the connection between the shear wall 2 and the outrigger truss 3 is more firm and reliable, preventing displacement or deformation under complex loading conditions.

[0114] The seismic reinforcement bars can be arranged along the web and flange of the I-shaped fixed steel column 116 and along the edge of the L-shaped external steel 117 to ensure that the stress can be evenly distributed throughout the structure during loading and avoid local stress concentration.

[0115] As an embodiment under this implementation mode, as Figures 2 to 4As shown, the second connecting portion 1172 is provided with multiple anchoring protrusions 1173 protruding towards the shear wall 2. The upper side of each anchoring protrusion 1173 is open to form a grouting port 1174. The grouting port 1174 has a trumpet-shaped structure, and an exhaust hole is formed at the edge of the grouting port 1174. The anchoring protrusions 1173 form multiple 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 adhesion and friction between the two and enhancing the anchoring performance of the overall structure. Due to the stronger anchoring, the fixed steel column 111 and the concrete can work together better, exhibiting higher load-bearing capacity and stability when bearing external loads.

[0116] Furthermore, the upper opening of the anchoring protrusion 1173 forms a grouting port 1174, facilitating the insertion of the grouting pipe into the receiving cavity 112 from the grouting port 1174. This reduces bending of the grouting pipe, ensuring smoother flow of the grouting fluid within the pipe and minimizing segregation caused by irregular flow, thus guaranteeing pouring quality. The upper openings of multiple anchoring protrusions 1173 form multiple grouting ports 1174. During concrete pouring, the grouting ports 1174, which are higher than the pouring plane, can also serve as venting channels, helping to expel air, reducing residual air bubbles, and further improving the quality and strength of the concrete.

[0117] The flared grouting nozzle is an optimized design aimed at improving the efficiency and quality of the concrete pouring process. The flared design increases the opening area of ​​the grouting nozzle (1174), making it easier for concrete to flow in and reducing pouring resistance. The larger opening helps the concrete flow more evenly, reducing the formation of air bubbles and voids, and ensuring pouring quality.

[0118] The vent is located at the edge of the grouting port 1174 to ensure that air can be effectively discharged during the grouting process, and to prevent air from being trapped in the concrete and forming voids.

[0119] The number and size of the vent holes can be adjusted according to specific project requirements. Generally, multiple small holes are more conducive to even venting than a single large hole.

[0120] Specifically, such as Figure 4 and Figure 6As shown, the shear wall 2 is provided with multiple horizontal distribution bars 22, which pass through the grouting ports 1174 to connect the shear wall 2 and the fixed section 11. Each grouting port 1174 is provided with a reinforcing ring, which is connected to the horizontal distribution bar 22 by welding or bolts. The horizontal distribution bars 22 are one of the important reinforcement configurations in the shear wall 2, mainly used to resist shear force and bending stress in the horizontal direction, and to ensure that the wall maintains sufficient stiffness and stability when subjected to lateral loads. They are usually arranged continuously along the height direction of the wall, forming a grid-like reinforcement skeleton together with the vertical distribution bars. In this invention, multiple horizontal distribution bars 22 extend out of the shear wall 2, through the grouting ports 1174, and into the fixed section 11.

[0121] Firstly, the design of the horizontal distribution reinforcement 22 passing through the grouting port 1174 through the fixed section 11 makes the arrangement of the fixed steel column 111 more flexible. When installing the fixed steel column 111, the horizontal distribution reinforcement 22 first passes through the grouting port 1174, which provides positioning guidance for the installation of the fixed steel column 111. In addition, after the horizontal distribution reinforcement 22 passes through the grouting port 1174, it can provide a certain supporting force for the fixed steel column 111, which facilitates the installation and adjustment of the fixed steel column 111 on site.

[0122] Furthermore, the horizontal distribution reinforcement 22 extends into the fixed section 11 through the grouting port 1174 and forms an effective connection with the steel frame, greatly enhancing the bond strength between the shear wall 2 and the fixed section 11, ensuring that they work together when bearing external loads. The presence of the horizontal distribution reinforcement 22 allows the load transmitted from the outrigger truss 3 to be more evenly distributed throughout the fixed section 11 and the surrounding concrete through the reinforcement, reducing local stress concentration and improving the overall stability of the joint area.

[0123] The reinforcing ring significantly enhances the local stiffness around the grouting port 1174, reducing stress concentration in these areas under load. Particularly in high-stress areas, this design effectively prevents structural failure due to excessive local stress. By enhancing local stiffness, the overall stability of the grouting port 1174 and its surrounding structure is improved, ensuring the safety of the structure during long-term use.

[0124] As a preferred embodiment of this utility model, such as Figure 1 and Figure 2 As shown, the connection structure 1 includes multiple fixed sections 11, each fixed section 11 corresponding to a multi-layer cantilever truss 3. A transition section 12 is provided between adjacent fixed sections 11 to connect the multiple fixed sections 11 to form the connection structure 1. The seismic damper is provided in the transition section 12, and the seismic damper is located at the upper and lower ends of the transition section 12.

[0125] Understandably, for super high-rise buildings, outrigger trusses 3 are often installed at multiple heights to form a so-called multi-layer outrigger truss system. A fixed section 11 is provided for each layer of outrigger truss 3 to facilitate the fixation of the outrigger truss 3. Between adjacent layers of outrigger trusses 3, that is, between adjacent fixed sections 11, a transition section 12 is provided to connect them to form a connection structure 1.

[0126] The presence of transition section 12 ensures a smooth transition between multiple fixed sections 11, avoiding stress concentration or uneven deformation caused by direct connection of fixed sections 11 at different heights. The combined effect of multiple fixed sections 11 and transition section 12 significantly improves the overall lateral stiffness of the building, exhibiting better stability, especially under wind loads and seismic actions. Furthermore, vertical tensile and compressive forces can be smoothly transferred from one layer of fixed sections 11 to another, avoiding stress concentration or uneven deformation caused by direct connection of fixed sections 11 at different heights.

[0127] Seismic dampers effectively absorb and dissipate seismic energy, significantly reducing the vibration amplitude and acceleration response of structures. Especially under strong earthquakes, this capability effectively protects buildings from severe damage. Seismic dampers significantly reduce the deformation of fixed steel columns and their connections, preventing structural damage or failure due to excessive deformation. This is crucial for improving the overall seismic resistance and safety of buildings.

[0128] As a preferred embodiment of this implementation, such as Figure 5 and Figure 6 As shown, the transition section 12 includes a transition steel column 121, which includes a C-shaped outer steel cladding 122 and an I-shaped transition steel column 123. The C-shaped outer steel cladding 122 surrounds the I-shaped transition steel column 123, and the C-shaped outer steel cladding 122 is connected to any one of the two flanges of the I-shaped transition steel column 123 to form 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 connected to the receiving cavity 112.

[0129] Understandably, the C-shaped outer steel 122 has a C-shaped cross-section, with one open side and two closed sides. This shape allows it to be easily wrapped around other steel components and fixed by welding or other means. The C-shaped outer steel 122 surrounds the exterior of the I-shaped transition steel column 123, forming a closed or semi-closed space. The I-shaped transition steel column 123 is located inside the transition cavity 124, acting as a reinforcing bar for the concrete poured inside the transition cavity 124, thereby improving the load-bearing capacity of the entire transition section 12.

[0130] The transition steel column 121 transmits the vertical load-bearing capacity between adjacent fixed sections 11, while bearing less lateral compressive force. The transition cavity 124 of the transition steel column 121 does not require the design of structures such as transverse diaphragms 115. The transition steel column 121 structure using C-shaped outer steel cladding 122 maintains better integrity, reduces multiple splicing operations, and improves construction convenience.

[0131] The outer edge dimension of the horizontal section of the transition steel column 121 is consistent with that of the fixed section 11, which facilitates the connection between the transition steel column 121 and the fixed steel column 111. Moreover, when subjected to vertical force, the position of the force will not shift, thereby reducing the generation of shear force.

[0132] The transition cavity 124 is connected to the receiving cavity 112, which not only facilitates the concrete pouring operation, but also, after the concrete is poured, the concrete in the transition cavity 124 and the receiving cavity 112 become an integral structure, further enhancing the integrity of the connection structure 1.

[0133] Preferred, such as Figure 5 As shown, the I-shaped transition steel column 123 is provided with studs 125, which extend into the transition cavity 124 and / or the concrete structure of the shear wall 2; the distance between two adjacent studs 125 is not greater than 400mm, and the anchorage length of the studs 125 is not less than 50mm.

[0134] Studs (125) are short, thick steel bars that are typically welded to the surface of a steel structure and embedded deep into the surrounding concrete. Their primary function is to provide effective bonding between the steel structure and the concrete, preventing relative slippage between the two and thus improving the overall integrity and load-bearing capacity of the structure.

[0135] The presence of shear studs 125 creates a robust integral connection between the I-shaped transition steel column 123 and the concrete, significantly enhancing the bending, shear, and load-bearing capacity of the joint area. This design exhibits higher stability and reliability, especially under heavy loads. Shear studs 125 not only act as shear keys, strengthening the bond between the steel frame and concrete, but also directly transmit vertical tensile and compressive forces. This allows forces to be smoothly transferred from one fixed section 11 to another, avoiding complex intermediate force transmission links and improving the efficiency and reliability of force transfer.

[0136] Specifically, studs 125 are typically arranged symmetrically on both sides of the web of the I-shaped transition steel column 123 to ensure uniform stress distribution. Depending on specific engineering requirements, studs 125 can also be installed on the flange plates to further enhance the overall rigidity of the joint area. According to building design codes, the spacing of studs 125 should meet certain standards to ensure their effective function. Generally, the maximum spacing should not exceed 400 mm. To ensure the bond strength between the studs 125 and the concrete, sufficient anchorage length must be ensured. Typically, the anchorage length is not less than 50 mm.

[0137] For any parts not mentioned in this application, existing technologies may be used or referenced.

[0138] The various embodiments in this specification are described in a progressive manner. The same or similar parts between the various embodiments can be referred to each other. Each embodiment focuses on describing the differences from other embodiments.

[0139] The above description is merely an embodiment of this application and is not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A connection structure of a reinforced shear wall and a cantilever truss, characterized by, The connecting structure is arranged on one side of the shear wall facing the outrigger truss, and a part of the connecting structure is exposed to the shear wall. The connecting structure extends in the vertical direction. The connecting structure comprises a fixed segment fixed with the outrigger truss. The fixed segment comprises a fixed steel column. The fixed steel column has at least one upper and lower through accommodating cavity filled with concrete. A part of the fixed steel column is arranged in the shear wall to be fixed with the truss fixing member in the shear wall. A part of the fixed steel column is exposed to the shear wall to be fixed with the outrigger truss. An anti-seismic damper is arranged in the fixed steel column. The anti-seismic damper is arranged at the upper and lower ends of the fixed steel column. The connecting structure comprises a plurality of fixed segments. The fixed segments are arranged one by one corresponding to the outrigger trusses of multiple floors. Transition segments are arranged between adjacent fixed segments to connect the fixed segments to form the connecting structure.

2. The connection structure of the reinforced shear wall and the outrigger truss according to claim 1, characterized by, The outrigger truss and the fixed steel column have a first fixed region in contact. The shear wall is provided with a truss fixing member. The truss fixing member has a second fixed region in contact with the fixed steel column. The first fixed region and the second fixed region are symmetrical relative to the axis of the connecting structure. The first fixed region and / or the second fixed region is provided with an anti-seismic reinforcing plate. The anti-seismic reinforcing plate is provided with a temperature compensation device. The temperature compensation device is adapted to adjust the position of the anti-seismic reinforcing plate when the temperature changes.

3. The connection structure of the reinforced shear wall and the outrigger truss according to claim 2, characterized by, A plurality of transverse partitions are arranged in the accommodating cavity. The transverse partitions are arranged one by one corresponding to the upper and lower edges of the first fixed region. The transverse partitions are provided with through holes. The transverse partitions are provided with anti-seismic reinforcing ribs arranged along the edges of the transverse partitions.

4. The connection structure of the reinforced shear wall and the outrigger truss according to claim 3, characterized by, The upper and lower sides of the transverse partitions have convex circular arc transition surfaces. The curvature radius of the circular arc transition surface is 50mm-150mm. Stress monitoring sensors are arranged around the transverse partitions and the circular arc transition surfaces to monitor the stress state and deformation of the transverse partitions in real time.

5. The connection structure of the reinforced shear wall and the outrigger truss according to claim 1, characterized by, The fixed steel column comprises an I-shaped fixed steel column and two L-shaped outer steel. The I-shaped fixed steel column has an upper flange arranged in the shear wall, a lower flange exposed to the shear wall, and a web. Two L-shaped outer steels are arranged on both sides of the web. The L-shaped outer steel has a first connecting part connected with the lower flange and a second connecting part connected with the upper flange. The second connecting part is bent relative to the first connecting part to form a fixed steel column with two accommodating cavities. The I-shaped fixed steel column and the L-shaped outer steel are provided with anti-seismic reinforcing ribs.

6. The connection structure of the reinforced shear wall and the outrigger truss according to claim 5, characterized by, The second connecting part is provided with a plurality of anchor protrusions protruding towards the shear wall. The upper side of the anchor protrusion is open to form a grouting opening. The grouting opening is a horn-shaped structure. The opening edge of the grouting opening is provided with an exhaust hole.

7. The connection structure of the reinforced shear wall and the outrigger truss according to claim 6, characterized by, The shear wall is provided with a plurality of horizontal distribution ribs. The horizontal distribution ribs pass through the grouting opening to connect the shear wall and the fixed segment. A reinforcing ring is arranged at each of the grouting ports and connected to the horizontal distribution rib by welding or bolts.

8. The connecting structure of the reinforced shear wall and the outrigger truss according to claim 1, characterized in that, The transition section is provided with the anti-seismic damper at the upper and lower ends of the transition section.

9. The connection structure of the reinforced shear wall and the outrigger truss according to claim 8, characterized by, The transition section comprises a transition steel column, the transition steel column comprises 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 with any one of the two flanges of the I-shaped transition steel column to form a transition cavity for pouring concrete, the horizontal cross-sectional outer edge size of the transition steel column is consistent with the fixed section, and the transition cavity is in communication with the containing cavity.

10. The connection structure of the reinforced shear wall and the outrigger truss according to claim 9, characterized by, The I-shaped transition steel column is provided with a stud, and the stud extends into the transition cavity and / or the concrete structure of the shear wall. The distance between two adjacent studs is not more than 400 mm, and the anchoring length of the stud is not less than 50 mm.

Images