Frame column supporting and rotating shear wall structure system

Abstract

The invention provides a frame column supporting and rotating shear wall structure system, and belongs to the technical field of constructional engineering, the frame column supporting and rotating shear wall structure system comprises a shear wall, a concrete frame beam and a concrete frame column which are sequentially arranged from top to bottom, and the shear wall is located over the concrete frame column; a node area is arranged between the shear wall and the concrete frame column and located in a combination area of the concrete frame beam and the concrete frame column, the upper end of the node area is connected with the shear wall, the lower end of the node area is connected with the concrete frame column and matched with the cross section of the concrete frame column, and a plurality of haunching structures are arranged in the circumferential direction of the node area. The longitudinal projection of the shear wall is located on the inner sides of the cross sections of the upper ends of the haunching structures. According to the frame column supporting and rotating shear wall structure system, the sectional areas of the concrete frame columns and the concrete frame beams are reduced; normal transmission of internal force is realized; building space and clear height are not affected, and economical efficiency is improved; the height of the concrete frame beam is reduced, the interlayer clear height is increased, and the space utilization rate and economic benefits are improved.

Description

Technical Field

[0001] The present invention belongs to the technical field of construction engineering, and more specifically, relates to a frame column support-transformed shear wall structural system. Background Art

[0002] With the development of urbanization, multifunctional, mixed-use high-rise commercial buildings are becoming increasingly popular. Small-bay offices and apartments are located in the upper and middle portions of high-rise buildings, while shopping, dining, and entertainment facilities, utilizing large bays and large columns, are located in the lower portions. These functional requirements create a conflict with the conventional arrangement of vertical components in the structural layout of such buildings. To meet these requirements, the commonly adopted solution is to add transfer floors, which has led to the emergence of high-rise building structures with transfer floors.

[0003] The shear wall dimensions of existing shear wall structures impact the layout of building functions, particularly in public buildings, significantly affecting the business model. Designing transition levels between different systems places high demands on both structural and other seismic measures, as well as on construction quality and technology. However, due to a lack of understanding of the structural properties and characteristics of transition levels, some structural considerations are often neglected during construction, weakening the structure's performance. Transition levels also impact building space and net height, increasing construction costs and impacting building economics. Summary of the Invention

[0004] The purpose of the present invention is to provide a frame column supporting shear wall structure system, which can reduce the cross-sectional area of ​​the frame columns and frame beams of the transfer layer, can normally transmit the internal force to the lower components, and does not affect the building space and clear height.

[0005] To achieve the above-mentioned object, the technical solution adopted by the present invention is as follows: providing a frame column supporting shear wall structure system, comprising a shear wall, a concrete frame beam and a concrete frame column arranged in sequence from top to bottom, wherein the shear wall is located directly above the concrete frame column; A node domain is provided between the shear wall and the concrete frame column, and the node domain is located in the joint area of ​​the concrete frame beam and the concrete frame column. The upper end of the node domain is connected to the shear wall, and the lower end of the node domain is connected to the concrete frame column and adapted to its cross-section. The circumference of the node domain is provided with a plurality of axillary structures, and the plurality of axillary structures are connected to the outer circumference of the concrete frame column and the upper ends of the axillary structures are respectively connected to the concrete frame beams. The cross-section of the axillary structure increases from the lower end to the upper end, and the longitudinal projection of the shear wall is located on the inner side of the cross-section of the upper ends of the plurality of axillary structures.

[0006] In one possible implementation, the interior of the shear wall is provided with middle wall longitudinal reinforcement and edge wall longitudinal reinforcement, the edge wall longitudinal reinforcement is arranged around the outer periphery of the middle wall longitudinal reinforcement, the lower end of the middle wall longitudinal reinforcement penetrates into the interior of the concrete frame column, and the lower end of the edge wall longitudinal reinforcement extends to the interior of the axil structure and penetrates into the interior of the concrete frame column after being bent according to the shape.

[0007] In a possible implementation, the length of the lower end of the middle wall longitudinal reinforcement is not less than laE, and the length of the lower end of the edge wall longitudinal reinforcement is not less than 1.2×laE.

[0008] In a possible implementation, column longitudinal reinforcement is provided inside the concrete frame column, and the upper end of the column longitudinal reinforcement is anchored to the top of the concrete frame column.

[0009] In a possible implementation, two steel cages are staggered inside the node area, and both sides of the steel cages are inclined outward from bottom to top.

[0010] In one possible implementation, the steel cage includes a plurality of inclined vertical steel bars and a plurality of horizontal stirrups, wherein the plurality of inclined vertical steel bars are symmetrically arranged in pairs inside the node domain, and the plurality of horizontal stirrups are located inside the node domain and fixed to the circumference of the plurality of inclined vertical steel bars from top to bottom.

[0011] In a possible implementation, the oblique vertical steel bars are obliquely inserted into the axil structure, the lower ends of the oblique vertical steel bars extend into the concrete frame column, and the upper ends of the oblique vertical steel bars extend into the concrete frame beam.

[0012] In a possible implementation, the length of the lower end of the inclined vertical steel bar is not less than laE; if the length of the inclined vertical steel bar is less than laE, the upper end of the inclined vertical steel bar is bent horizontally outward.

[0013] In a possible implementation, the cross section of the shear wall is any one or any combination of a straight shape, a T shape, a cross shape, or an L shape.

[0014] The beneficial effects of the frame column-supported shear wall structural system provided by the present invention are as follows: compared with the prior art, a node domain is set between the shear wall, the concrete frame beam and the concrete frame column, and a plurality of axil structures with increasing cross-sections are set circumferentially in the node domain. The node domain is located in the junction area between the beam and the column, and is respectively connected to the shear wall and the frame column above and below, and is adapted to their cross-sections to achieve a smooth transition of force. The axil structure connects the column and the beam, enhances the stiffness and bearing capacity of the node domain, and makes the longitudinal projection of the shear wall located inside the cross-section of the upper end of the axil structure. The cross-sectional area of ​​the concrete frame column and the concrete frame beam is reduced; the normal transmission of internal force is achieved; the building space and net height are not affected, and the economy is improved; the height of the concrete frame beam is thinned, the net height between floors is increased, and the space utilization rate and economic benefits are improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0016] Figure 1 A schematic structural diagram of the frame column support shear wall structure system provided by the present invention; Figure 2 for Figure 1 Cross-section along AA Figure 1 ; Figure 3 for Figure 1 Cross-section along AA Figure 2 ; Figure 4 for Figure 1 Cross-section along AA Figure 3 ; Figure 5 for Figure 1 Cross-section along AA Figure 4 ; Figure 6 A schematic diagram of the arrangement of the middle wall longitudinal reinforcement and the edge wall longitudinal reinforcement in the frame column support shear wall structure system provided by the present invention; Figure 7 This is a structural schematic diagram of the arrangement of inclined vertical steel bars and horizontal stirrups provided by the present invention in the frame column support shear wall structural system.

[0017] In the figure: 100, shear wall; 200, concrete frame beam; 300, concrete frame column; 400, node area; 410, haunch structure; 500, middle wall longitudinal reinforcement; 600, edge wall longitudinal reinforcement; 700, inclined vertical reinforcement; 800, horizontal stirrups. DETAILED DESCRIPTION

[0018] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0019] Unless otherwise explicitly defined, the use of terms such as "first," "second," or "third," etc., are intended to distinguish different objects rather than to describe a specific order.

[0020] Unless otherwise expressly defined, directional words such as the terms "center", "lateral", "longitudinal", "horizontal", "vertical", "top", "bottom", "inside", "outside", "up", "down", "front", "back", "left", "right", "clockwise", "counterclockwise", "high", "low" and the like indicating directions or positional relationships are based on the directions and positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific direction or be constructed and operated in a specific direction, so they cannot be understood as limiting the specific scope of protection of the present invention.

[0021] See also Figure 1 The frame column-supported shear wall structure system provided by the present invention is now described. The frame column-supported shear wall structure system includes a shear wall 100, a concrete frame beam 200, and a concrete frame column 300, which are arranged in sequence from top to bottom. The shear wall 100 is located directly above the concrete frame column 300. A node area 400 is provided between the shear wall 100 and the concrete frame column 300. The node area 400 is located in the junction area of ​​the concrete frame beam 200 and the concrete frame column 300. The upper end of the node area 400 is connected to the shear wall 100, and the lower end of the node area 400 is connected to the concrete frame column 300 and is adapted to its cross-section. The node area 400 is provided with multiple haunch structures 410 in the circumference. The multiple haunch structures 410 are connected to the outer circumference of the concrete frame column 300 and their upper ends are respectively connected to the concrete frame beam 200. The cross-section of the haunch structures 410 increases from the lower end to the upper end. The longitudinal projection of the shear wall 100 is located inside the cross-section of the upper ends of the multiple haunch structures 410.

[0022] Compared to the prior art, the frame column-supported shear wall structural system provided by the present invention utilizes a node region 400 disposed between the shear wall 100, concrete frame beam 200, and concrete frame column 300, and circumferentially arranged with multiple haunch structures 410 of increasing cross-section. Located at the junction of the beam and column, the node region 400 connects the shear wall 100 and frame column, respectively, at the top and bottom, adapting to their cross-sections to achieve a smooth force transition. The haunch structures 410 connect the column and beam, enhancing the stiffness and load-bearing capacity of the node region 400 and positioning the longitudinal projection of the shear wall 100 inward of the upper cross-section of the haunch structure 410.

[0023] The cross-section of the armpit structure 410 increases from the bottom to the top. This design allows it to effectively share the internal forces transmitted from the shear wall 100. When the internal forces are transmitted to the concrete frame beams 200 and the concrete frame columns 300, the armpit structure 410 disperses the forces originally concentrated on the concrete frame beams 200 and the concrete frame columns 300 through its own shape and mechanical properties. For example, in traditional structures, frame columns and frame beams need to bear large concentrated loads, and to meet the load-bearing requirements, a larger cross-sectional area is often required. However, in a frame column-supported shear wall structure system, the armpit structure 410 transmits and disperses part of the load along its inclined surface, reducing the force per unit area of ​​the frame columns and frame beams. This allows the cross-sectional area of ​​the frame columns and frame beams to be reduced while still meeting the structural load-bearing capacity.

[0024] The node domain 400 serves as the connection point between the shear wall 100, the concrete frame beam 200, and the concrete frame column 300. Its upper end is connected to the shear wall 100, and its lower end is connected to the concrete frame column 300, adapting to its cross-section. This ensures the continuity and stability of force transmission between the different components. Simultaneously, multiple axil structures 410 are connected to the outer periphery of the concrete frame column 300 and their upper ends are connected to the concrete frame beam 200, optimizing the force transmission path. When the shear wall 100 is subjected to a load, the load is first transmitted to the node domain 400. The node domain 400, thanks to its structure and adaptability to various components, evenly transmits the force to the concrete frame column 300. The presence of the axil structures 410 not only enhances the stiffness of the node domain 400 but also guides the transmission of internal forces, avoiding stress concentration and ensuring that the internal forces of the shear wall 100 are properly and efficiently transmitted to the lower components, maintaining the mechanical balance of the entire structure.

[0025] Node domain 400, through its adaptive connection with shear wall 100, concrete frame beam 200, and concrete frame column 300, can effectively support shear wall 100. When the load on shear wall 100 is transferred to node domain 400, node domain 400, through its inherent structure, evenly transmits the force to concrete frame column 300. In traditional structures, concrete frame beam 200 must bear significant shear forces and bending moments, often requiring a greater beam height to ensure structural safety. However, in a frame column-supported shear wall system, node domain 400 effectively shares some of the load originally borne by concrete frame beam 200, significantly reducing the internal forces acting on concrete frame beam 200. According to the principles of structural mechanics, while meeting bearing capacity requirements, the smaller the internal forces acting on the beam, the smaller the required cross-sectional height. Therefore, through the effective transmission and reasonable distribution of forces through node domain 400, the height of concrete frame beam 200 can be significantly reduced. The reduction in the height of the concrete frame beams (200mm) directly reduces the height of the floor structure, increasing the clear height between floors without compromising the building's functionality or structural safety. This not only reduces material consumption in the building's vertical space and lowers construction costs, but also allows for an increase in the number of floors while maintaining the same overall height, improving space utilization and economic efficiency.

[0026] See also Figure 6 The shear wall 100 is internally provided with central wall longitudinal bars 500 and edge wall longitudinal bars 600. The edge wall longitudinal bars 600 are arranged around the periphery of the central wall longitudinal bars 500. The lower ends of the central wall longitudinal bars 500 penetrate into the concrete frame columns 300, while the lower ends of the edge wall longitudinal bars 600 extend into the haunch structure 410, bend with the shape, and then penetrate into the concrete frame columns 300. The lower ends of the central wall longitudinal bars 500 directly penetrate into the concrete frame columns 300, establishing a vertical load transfer channel between the shear wall 100 and the frame columns. The edge wall longitudinal bars 600 extend into the haunch structure 410, bend with the shape, and then penetrate into the frame columns. This design expands the connection contact area and enhances the node anchoring effect. The two work together to greatly improve the connection stability between the shear wall 100 and the frame columns. At the same time, the two longitudinal bars work together to form a multi-path force transmission system. The central longitudinal bars bear the vertical force, while the edge longitudinal bars transmit the horizontal force and bending moment, ensuring the normal transmission of internal forces in the structure.

[0027] Furthermore, the curved structure of the edge wall longitudinal bars 600 provides a certain degree of deformation capacity. When the building structure is subjected to sudden and intense loads such as earthquakes, significant deformation stress will be generated throughout the structure. In this case, the curved edge wall longitudinal bars 600 dissipate a significant amount of the seismic energy through their own stretching and bending deformation. Compared to traditional straight longitudinal bar structures, this design allows the structure to undergo greater deformation without sudden brittle failure under the same seismic force. This significantly improves the structural ductility, buying valuable time for evacuation and rescue of occupants, and greatly enhancing the building's seismic performance. The central longitudinal bars primarily bear the vertical forces, efficiently transferring the shear wall 100's own weight and the vertical load from above to the frame columns. The bending of the edge longitudinal bars disperses the transmission path of horizontal forces and bending moments, dispersing stress at the joints rather than concentrating them in a single location, but rather distributing them evenly across the entire connection area. This not only improves the joint's load-bearing capacity but also effectively reduces cracks and deformation caused by stress concentration, extending the structure's service life and ensuring the building's safety and stability over the long term.

[0028] Specifically, the length of the lower end of the middle wall longitudinal reinforcement 500 is not less than or equal to laE, and the length of the lower end of the edge wall longitudinal reinforcement 600 is not less than 1.2×laE. As the seismic anchorage length of the tensile reinforcement, laE is an important parameter to ensure the safety of the structure under loads such as earthquakes. The length of the lower end of the middle wall longitudinal reinforcement 500 is not less than laE to ensure that it can reliably transfer the internal force of the shear wall 100 to the concrete frame column 300 under normal vertical loads and general earthquakes, maintaining the basic connection stability and force transmission performance of the structure. The length of the lower end of the edge wall longitudinal reinforcement 600 is not less than 1.2×laE, which is longer than that of the middle wall longitudinal reinforcement 500. This is closely related to its connection method. The edge wall longitudinal reinforcement 600 extends to the axil structure 410 and is bent along the shape before passing through the frame column. The bending process will change the internal stress distribution of the steel bar, weakening its anchoring capacity. Increasing the length to 1.2 times laE effectively compensates for the loss of anchorage performance caused by bending and enhances the anchoring effectiveness of the edge wall longitudinal bars 600 at the nodes. Under extreme loads such as strong earthquakes, the longer anchorage length allows the edge wall longitudinal bars 600 to better dissipate deformation energy and transmit horizontal forces and bending moments, further improving structural ductility and optimizing stress distribution at the nodes. This ensures the safety and reliability of the structure under complex load conditions and avoids serious consequences such as bar pullout and structural failure caused by insufficient anchorage length.

[0029] Specifically, the interior of the concrete frame column 300 is provided with column longitudinal reinforcement (not shown), the upper end of which is anchored to the top of the concrete frame column 300. As the core load-bearing component of the concrete frame column 300, the column longitudinal reinforcement, with its upper end anchored to the column top, forms a complete force transmission path with the longitudinal reinforcement at the lower end of the shear wall 100. This ensures that vertical loads, horizontal forces, and bending moments can be stably transmitted from the shear wall 100 through the concrete frame column 300 to the foundation, greatly enhancing the reliability and integrity of the structural connection. Under load, the column longitudinal reinforcement is evenly distributed within the column, dispersing the concentrated force and ensuring the smooth transmission of internal forces throughout the structural system, meeting the building's load-bearing requirements.

[0030] In terms of improving seismic performance, when a strong earthquake occurs, the top of the column, as a complex stress-bearing area, is prone to damage. The design of anchoring the upper end of the column longitudinal reinforcement at the top of the column allows the top of the column to undergo moderate plastic deformation under the action of seismic forces. The seismic energy is dissipated through the stretching and bending of the longitudinal reinforcement, effectively delaying the destruction process of the concrete frame column 300, significantly improving the ductility and seismic toughness of the structure, far exceeding the expected effects of conventional structural design. In addition, anchoring the column longitudinal reinforcement at the top of the column can evenly distribute the stress at the top of the column, avoiding problems such as cracking and spalling of the concrete due to stress concentration. Even under the influence of long-term environmental effects and repeated loads, it can effectively reduce the risk of steel corrosion, extend the service life of the building structure, provide strong protection for the safety and reliability of the building from a long-term perspective, and bring technical benefits that exceed the expectations of conventional design.

[0031] See also Figure 7 , two steel cages are staggered inside the node domain 400, and both sides of the steel cage are inclined from bottom to top and outward. The two staggered steel cages greatly increase the reinforcement ratio of the node domain 400. When the load of the shear wall 100 is transferred to the node domain 400, the dense steel bars can work together with the concrete to effectively share the load, significantly improving the compression, shear and bending resistance of the node domain 400, ensuring that the node is not damaged under complex stress conditions, and ensuring the stability of the entire structural system. The shape of the steel cage tilting from bottom to top to the outside on both sides conforms to the direction of force transmission. When the upper load is transferred to the node domain 400, the inclined steel cage can guide the internal force to diffuse along its inclined direction, and transfer the originally concentrated force more evenly to the concrete frame beam 200 and the concrete frame column 300, avoiding excessive local stress in the node domain 400 due to force concentration, making the internal force transmission of the structure smoother and more efficient.

[0032] Furthermore, when subjected to dynamic loads such as earthquakes, the tilted, staggered rebar cages create a unique deformation mechanism within the node domain 400. Due to the tilt of the cages, seismic forces cause the rebar to undergo complex deformations, such as stretching and bending. This deformation effectively dissipates seismic energy. Compared to conventional vertically arranged cages, this design allows the structure to undergo greater elastic deformation during earthquakes without suffering brittle failure, significantly improving its seismic toughness and ductility, and providing a more reliable guarantee for building safety during disasters. Furthermore, the two staggered, tilted cages create a unique spatial structure during construction. This structure facilitates concrete flow and filling during pouring, reducing the likelihood of defects such as voids and honeycombs. Furthermore, the tilted cages provide a more stable operating space during formwork support and rebar binding, reducing construction difficulty, improving efficiency, and shortening construction schedules, resulting in unexpected construction convenience and economic benefits. Furthermore, the tilted, staggered cage arrangement allows for a moderate reduction in concrete usage while ensuring the joint's load-bearing capacity. Because the inclined steel cage can more effectively utilize the mechanical properties of the steel bars, the concrete in the structure is more appropriately stressed. Reducing the amount of concrete used means reducing the deadweight of the structure, which in turn reduces the load on the foundation. This is particularly important for high-rise buildings, as it not only saves on infrastructure costs but also reduces the internal forces generated by the deadweight of the structure, improving the cost-effectiveness and reliability of the structure.

[0033] Specifically, the steel cage includes multiple oblique vertical steel bars 700 and multiple horizontal stirrups 800. The multiple oblique vertical steel bars 700 are symmetrically arranged in pairs within the node region 400. The multiple horizontal stirrups 800 are located within the node region 400 and fixed circumferentially to the multiple oblique vertical steel bars 700 from top to bottom. The multiple oblique vertical steel bars 700 are symmetrically arranged in pairs, and combined with the circumferentially fixed horizontal stirrups 800, they form a three-dimensional and stable steel skeleton in the node region 400, greatly improving the reinforcement ratio of the node region 400. When the load of the shear wall 100 is transferred to the node region 400, the oblique vertical steel bars 700 can effectively share the vertical and part of the horizontal load, while the horizontal stirrups 800 restrain the lateral deformation of the concrete. The two work together with the concrete to significantly enhance the compression, shear, and bending resistance of the node region 400, ensuring the stability and reliability of the node under complex load conditions and safeguarding the stability of the entire structural system. The oblique vertical steel bars 700, which tilt outward from bottom to top, are highly consistent with the direction of force transmission. When the upper load acts on the node domain 400, the inclined vertical steel bars 700 can guide the internal force to diffuse along the inclined direction, and evenly transfer the concentrated force to the concrete frame beam 200 and the concrete frame column 300; while the horizontal stirrups 800, while constraining the concrete, also assist in adjusting the force distribution, avoiding local stress concentration in the node domain 400, and making the internal force transmission of the structure smoother and more efficient.

[0034] Furthermore, under dynamic loads, the unique inclination of the inclined vertical bars 700 causes them to undergo complex deformations, such as stretching and bending, when subjected to stress. This, combined with the restraining effect of the horizontal stirrups 800 on the concrete, creates a highly efficient energy dissipation mechanism. This allows the structure to undergo greater elastic deformation under dynamic loads without brittle failure, effectively absorbing and dissipating vibration energy, significantly improving the structure's seismic toughness and ductility, and providing a strong defense for building safety. The combination of the inclined vertical bars 700 and the horizontal stirrups 800 within the reinforcement cage creates a regular and stable spatial structure during construction. The horizontal stirrups 800 are fixed from top to bottom to the circumference of the inclined vertical bars 700, providing a clear framework for rebar tying and simplifying construction. This structure also facilitates concrete flow and filling, reducing the likelihood of defects such as voids and honeycombs during pouring, improving concrete pour quality, accelerating construction progress, and delivering significant construction convenience and economic benefits. The inclined vertical bars 700 and horizontal stirrups 800 work synergistically to fully utilize the mechanical properties of the steel bars, allowing for a moderate reduction in concrete usage while ensuring the joint's load-bearing capacity. Taking high-rise buildings as an example, every percentage reduction in concrete usage reduces foundation loads, lowering infrastructure costs. It also reduces the internal forces generated by the structure's deadweight, improving its economic efficiency and reliability, and achieving an optimal balance between building cost and performance. The 800 horizontal stirrups firmly restrain the 700 diagonal vertical bars, effectively reducing the sway and displacement of the bars over long-term use and preventing cracks caused by relative movement between the bars and concrete. Furthermore, the rational reinforcement structure ensures a more uniform stress distribution within the concrete, minimizing cracks caused by stress concentration. This reduces the risk of intrusion from harmful external media (such as water, air, and corrosive substances), significantly improving the durability of the structure and extending the building's service life.

[0035] Specifically, the oblique vertical steel bars 700 are obliquely inserted into the axilla structure 410, with the lower ends of the oblique vertical steel bars 700 extending into the interior of the concrete frame column 300, and the upper ends of the oblique vertical steel bars 700 extending into the concrete frame beam 200. The oblique vertical steel bars 700 penetrate the axilla structure 410, the concrete frame column 300, and the concrete frame beam 200, tightly connecting the shear wall 100, the axilla structure 410, the concrete frame beam 200, and the concrete frame column 300 into one. When bearing loads, the oblique vertical steel bars 700 can directly transfer the internal force of the shear wall 100 to the concrete frame beam 200 and the concrete frame column 300, and cooperate with the horizontal stirrups 800 to form a three-dimensional steel skeleton, greatly improving the reinforcement ratio of the node area 400 and effectively sharing vertical and horizontal loads. Horizontal stirrups 800 constrain the lateral deformation of concrete. The two work in synergy with the concrete, significantly enhancing the compression, shear, and bending resistance of the node domain 400, ensuring the stability of the node under complex loads and improving the overall load-bearing performance of the structure. The inclined vertical steel bars 700 are set at an angle to match the direction of force transmission, creating an efficient force transmission channel between the axilla structure 410, the concrete frame beam 200, and the concrete frame column 300. When the upper load acts on the node domain 400, the inclined vertical steel bars 700 guide the internal force to diffuse along the inclined direction, evenly transmitting the concentrated force to the concrete frame column 300; the horizontal stirrups 800 assist in adjusting the force distribution, avoiding local stress concentration in the node domain 400, making the internal force transmission of the structure smoother and more efficient, and ensuring the stable operation of the building under various loads.

[0036] Furthermore, the connection between the inclined vertical rebar 700 and the haunch structure 410, concrete frame beam 200, and concrete frame column 300 provides a stable positioning reference during construction. Horizontal stirrups 800 are fixed circumferentially around the inclined vertical rebar 700, facilitating rebar binding and reducing construction difficulty. The inclined vertical rebar 700 runs through multiple components, reducing the number of rebar overlaps and improving construction efficiency. The inclined vertical rebar 700 runs through multiple key structural components, promoting synergy between the shear wall 100, haunch structure 410, concrete frame beam 200, and concrete frame column 300. During load-bearing, these components are closely connected via the inclined vertical rebar 700, enabling rapid transmission and distribution of internal forces, resulting in more uniform and balanced load-bearing across the structure. This synergistic effect not only improves the structural load-bearing capacity but also enhances its stability and reliability under complex working conditions, providing innovative insights into building structural design and performance optimization. The interpenetration of the inclined vertical rebar 700 and the placement of horizontal stirrups 800 minimize relative displacement between the rebar and concrete, preventing cracks caused by displacement. At the same time, the optimized structural stress distribution makes the stress within the concrete more uniform, reducing the risk of cracks caused by stress concentration. This effectively prevents the intrusion of harmful external media, protects the steel bars from corrosion, significantly improves the durability of the structure, extends the service life of the building, and reduces subsequent maintenance costs.

[0037] Specifically, the length of the lower end of the oblique vertical steel bar 700 is not less than laE; if the length of the oblique vertical steel bar 700 is less than laE, the upper end of the oblique vertical steel bar 700 is bent horizontally outward. The requirement that the lower end length of the oblique vertical steel bar 700 is not less than laE ensures that it has sufficient anchorage length in the concrete frame column 300, can effectively resist tension, and prevent the steel bar from being pulled out of the column, thereby ensuring that the oblique vertical steel bar 700 stably transmits the internal force of the shear wall 100 to the concrete frame column 300, and cooperates with the horizontal stirrups 800 to form a stable three-dimensional steel bar skeleton, thereby improving the reinforcement ratio of the node area 400, enhancing the compression, shear and bending resistance of the node area 400, and ensuring the bearing performance of the structure under various loads. When the length of the oblique vertical steel bar 700 is less than laE, its upper end is bent horizontally outward. The bent portion increases the contact area between the steel bar and the concrete, making up for the defect of insufficient anchorage length, and also ensuring the anchorage reliability of the steel bar in the frame beam, making the connection of the entire structure more stable. The inclined vertical reinforcement 700 is tilted and tightly connected to the axil structure 410, concrete frame beam 200, and concrete frame column 300, which naturally matches the direction of force transmission. The length and bending regulations further optimize the force transmission path. The lower end meets the anchorage length requirements, allowing the force to be smoothly transmitted to the frame column. The bending design at the upper end, combined with the auxiliary adjustment of the force distribution by the horizontal stirrups 800, avoids local stress concentration in the node area 400, ensuring smoother and more efficient transmission of internal force in the structure. The reasonable anchorage length and bending design of the inclined vertical reinforcement 700 reduces the risk of relative slip between the reinforcement and concrete due to insufficient anchorage, avoiding the resulting cracks. At the same time, the optimized internal force transmission makes the stress distribution within the concrete more uniform, reducing the structural damage caused by stress concentration during long-term use. This effectively prevents the intrusion of harmful external media, delays the corrosion of the reinforcement, significantly improves the long-term stability and durability of the structure, and reduces the maintenance cost of the building throughout its life cycle.

[0038] See also Figures 2 to 5 The cross-section of the shear wall 100 is any one of a straight line, a T-line, a cross-line, or an L-line, or any combination thereof. When the cross-section of the shear wall 100 is any one of a straight line, a T-line, a cross-line, or an L-line, its lower portion is formed by a cross-shaped concrete frame beam 200. However, the specific design of the haunch structure 410 of the node area 400 is different. The haunch structure 410 is determined according to the cross-sectional shape of the corresponding shear wall 100, namely: When the cross-section of the shear wall 100 is in the shape of a straight line, two armpit structures 410 are used. The two armpit structures 410 are symmetrically arranged along the length of the straight line, which can effectively strengthen the connection between the two ends of the wall and the concrete frame columns 300. When resisting wind loads and seismic forces in a single direction, the armpit structures 410 help the shear wall 100 efficiently transfer lateral forces to the frame columns, thereby improving the structure's ability to resist lateral displacement. When the cross-section of the shear wall 100 is in the shape of a T, three armpit structures 410 are used. The three armpit structures 410 are set on the three side walls of the concrete frame columns 300 at positions corresponding to the T and are respectively connected to the concrete frame beams 200. This can fully strengthen the connection with the concrete frame columns 300, evenly distribute vertical and horizontal loads to the concrete frame columns 300, and avoid stress concentration. When the cross-section of the shear wall 100 is cross-shaped, four axil structures 410 are used. The four axil structures 410 are respectively arranged on the four side walls of the concrete frame column 300 and respectively connected to the upper portion of the concrete frame beam 200. The four axil structures 410 of the cross-shaped shear wall 100 enhance the anchoring effect with the concrete frame column 300, ensuring that the internal forces in all directions can be smoothly transmitted. When the cross-section of the shear wall 100 is L-shaped, two axil structures 410 are used. The two axil structures 410 are arranged along the corresponding positions of the L-shape on the two side walls of the concrete frame column 300 and respectively connected to the concrete frame beam 200. The connection between the wall and the concrete frame column 300 at the corners is strengthened, improving the bearing capacity of the corners and ensuring structural stability.

[0039] This arrangement of axillary structures 410, adapted to the cross-sectional shape of the shear wall 100, not only meets the structural load requirements but also reduces the space occupied by the axillary structures 410. For example, in a straight-line shear wall 100, the symmetrically arranged axillary structures 410 cleverly utilize the space at the ends of the wall without affecting the usable space in the center. The axillary structures 410 of T-shaped, cross-shaped, and L-shaped shear walls 100 are positioned at the edges according to the wall shape, avoiding the main functional spaces within the building. This creates a more regular building layout, improves space utilization efficiency, and meets diverse functional requirements. The combination of shear walls 100 of different shapes and corresponding axillary structures 410 creates a more balanced load system within the building plane, significantly enhancing the structure's torsional stiffness. When a building is subjected to eccentric loads or torsion, the axillary structures 410 of T-shaped, cross-shaped, and L-shaped shear walls 100, through their rational positioning and force transmission, effectively resist torsional moments, enabling coordinated deformation of various structural components and reducing structural damage caused by torsional effects. Compared with conventional structural designs, this enhanced torsional stiffness greatly improves the stability of the building under complex stress conditions and reduces the risk of torsional damage to the structure.

[0040] The frame column support-transfer shear wall structural system provided by the present invention is applied to commercial and residential buildings. The commercial and residential buildings include commercial layers and residential layers arranged in sequence from bottom to top, and the frame column support-transfer shear wall structural system is located between the commercial layers and the residential layers.

[0041] In areas of the commercial and residential building with dense shear walls 100 or complex corners, the above-mentioned frame column-supported shear wall system is evenly arranged, allowing the shear walls 100 to be converted into concrete frame columns 300 extending to the lower floors of the building for commercial use. Users can directly convert shear walls 100, which affect a large area of ​​space, into concrete frame columns 300. During construction, reinforcement is tied to the lower beams and columns on their formwork. Stirrups at the transition points should be densely packed to the full height as required by regulations. The horizontal stirrups 800 of the concrete frame columns 300 not only secure the position of the central wall longitudinal reinforcement 500 and the edge wall longitudinal reinforcement 600, forming a reinforcement skeleton, but also primarily prevent the longitudinal reinforcement from buckling. The beam and column reinforcement is tied together with the shear wall 100 reinforcement within the node area 400, ensuring clear force transmission and a reasonable overall structural layout.

[0042] The frame column-supported shear wall structural system achieves an effective conversion of upper and lower spaces through the coordinated work of shear walls 100, concrete frame beams 200, concrete frame columns 300, and axillary structures 410. Shear walls 100 with different cross-sections, such as I-shaped and T-shaped, combined with a corresponding number and position of axillary structures 410, can not only ensure the load-bearing and separation functions of the shear walls 100 on the residential floor, but also form an open, unobstructed space on the commercial floor, meeting the flexible layout requirements of commercial activities and achieving a perfect integration of commercial and residential functions. The special structure of the node area 400 steel cage enhances the overall stability of the frame column-supported shear wall structural system. In commercial and residential buildings, the personnel flow and equipment loads on the commercial floor differ significantly from the residential loads on the residential floor. The complex stress conditions place extremely high demands on structural stability. Two staggered steel cages with oblique vertical reinforcement 700 and horizontal stirrups 800, as well as the connection design between the oblique vertical reinforcement 700, the axil structure 410, and the frame beams and columns, effectively improve the bearing capacity of the node domain 400, ensure stable and reliable load transfer between the commercial and residential floors, and maintain the long-term stability of the building's functional zoning. This structural design reduces stress concentration in structural components by optimizing the internal force transmission path. During the long-term use of commercial and residential buildings, the various loads generated in different functional areas are reasonably transmitted and dispersed through the frame column support shear wall structure system, reducing fatigue damage to structural components. At the same time, the restraint of the concrete by the steel cage and the anchoring design of the oblique vertical reinforcement 700 effectively prevent concrete cracking and steel corrosion, extending the service life of the building structure and reducing subsequent maintenance and repair costs.

[0043] Furthermore, the frame column-to-shear wall structural system minimizes the space occupied by structural components while meeting structural performance requirements. The commercial floors eliminate the need for traditional conversion structures such as large transfer beams, resulting in higher space utilization and more flexible spatial layouts. The shear wall 100 design on the residential floors also maintains the regularity and practicality of the interior space due to structural conversion. Furthermore, the combination of the haunch structure 410 and shear walls 100 of various shapes cleverly utilizes building corners, further improving the overall spatial efficiency of the building and creating more usable area. From a construction perspective, the standardized haunch structure 410 configuration and steel cage construction optimize the construction process, improve efficiency, shorten construction time, and reduce construction costs. Throughout the building's lifecycle, excellent structural performance reduces ongoing maintenance costs; and rational space utilization and structural design enhance the building's market value and rental returns. Overall, this significantly reduces the building's lifecycle costs and improves its return on investment.

[0044] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. The frame column supporting shear wall structure system is characterized by: The invention comprises a shear wall (100), a concrete frame beam (200) and a concrete frame column (300) which are sequentially arranged from top to bottom, wherein the shear wall (100) is located directly above the concrete frame column (300); A node area (400) is provided between the shear wall (100) and the concrete frame column (300). The node area (400) is located at the junction area of ​​the concrete frame beam (200) and the concrete frame column (300). The upper end of the node area (400) is connected to the shear wall (100), and the lower end of the node area (400) is connected to the concrete frame column (300) and adapted to its cross section. The node area (400) is provided with a plurality of axillary structures (410) in the circumferential direction. The plurality of axillary structures (410) are connected to the outer circumference of the concrete frame column (300) and their upper ends are respectively connected to the concrete frame beam (200). The cross section of the axillary structure (410) increases from the lower end to the upper end. The longitudinal projection of the shear wall (100) is located inside the cross section of the upper ends of the plurality of axillary structures (410).

2. The frame column supporting shear wall structural system according to claim 1, characterized in that: The shear wall (100) is provided with a middle wall longitudinal reinforcement (500) and an edge wall longitudinal reinforcement (600). The edge wall longitudinal reinforcement (600) is arranged around the outer periphery of the middle wall longitudinal reinforcement (500). The lower end of the middle wall longitudinal reinforcement (500) penetrates into the interior of the concrete frame column (300). The lower end of the edge wall longitudinal reinforcement (600) extends to the interior of the armpit structure (410) and is bent along the shape before penetrating into the interior of the concrete frame column (300).

3. The frame column supporting shear wall structure system according to claim 2, characterized in that: The length of the lower end of the middle wall longitudinal reinforcement (500) is not less than 1aE, and the length of the lower end of the edge wall longitudinal reinforcement (600) is not less than 1.2×1aE.

4. The frame column supporting shear wall structural system according to claim 1, characterized in that: Column longitudinal reinforcement is provided inside the concrete frame column (300), and the upper end of the column longitudinal reinforcement is anchored to the top of the concrete frame column (300).

5. The frame column supporting shear wall structural system according to claim 1, characterized in that: Two steel cages are staggered inside the node area (400), and both sides of the steel cages are inclined outward from bottom to top.

6. The frame column-supported shear wall structural system according to claim 5, characterized in that: The steel cage includes a plurality of oblique vertical steel bars (700) and a plurality of horizontal stirrups (800), wherein the plurality of oblique vertical steel bars (700) are arranged inside the node area (400), and the plurality of horizontal stirrups (800) are located inside the node area (400) and fixed from top to bottom to the circumference of the plurality of oblique vertical steel bars (700).

7. The frame column-supported shear wall structural system according to claim 6, characterized in that: The oblique vertical steel bars (700) are obliquely inserted into the axil structure (410), the lower ends of the oblique vertical steel bars (700) extend into the interior of the concrete frame column (300), and the upper ends of the oblique vertical steel bars (700) extend into the interior of the concrete frame beam (200).

8. The frame column-supported shear wall structural system according to claim 7, characterized in that: The length of the lower end of the oblique vertical steel bar (700) is not less than laE; if the length of the oblique vertical steel bar (700) is less than laE, the upper end of the oblique vertical steel bar (700) is bent horizontally outward.

9. The frame column-supported shear wall structural system according to any one of claims 1 to 8, characterized in that: The cross section of the shear wall (100) is any one of a straight line, a T-line, a cross-line or an L-line, or any combination thereof.

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