A staged energy dissipation brace system-cold-formed steel frame-honeycomb core shear wall structure and construction method thereof

Abstract

The present application relates to the technical field of building structure, and particularly relates to a staged energy dissipation support system-cold-formed steel frame-honeycomb core shear wall structure and a construction method thereof. The structure comprises a cold-formed steel frame, a steel honeycomb core cold-formed steel composite wall and two groups of staged energy dissipation support systems. The steel honeycomb core cold-formed steel composite wall is arranged in the middle of the cold-formed steel frame. The staged energy dissipation support systems are symmetrically arranged between the steel honeycomb core cold-formed steel composite wall and the cold-formed steel frame on both sides of the steel honeycomb core cold-formed steel composite wall. Each group of the staged energy dissipation support systems comprises a cold-formed steel support and an asynchronous start double-stage yield bending shear parallel type metal damper. The cold-formed steel support is connected with an upper frame node connecting plate and a column foot node connecting plate. The wall end connecting node plate of the asynchronous start double-stage yield bending shear parallel type metal damper is connected with the steel honeycomb core cold-formed steel composite wall. The present application can effectively improve the energy dissipation capacity of the cold-formed steel wall and improve the seismic performance of the structure.

Description

Technical Field

[0001] This invention relates to the field of building structure technology, specifically to a phased energy dissipation support system - cold-formed steel frame - honeycomb core shear wall structure and its construction method. Background Technology

[0002] Cold-formed steel structure systems, due to their advantages such as lightweight, high strength, high degree of prefabrication, and short construction period, have promising application prospects in green construction and efficient resource utilization. Among them, cold-formed steel shear walls, as the main load-bearing and lateral force resisting components, can benefit from improved seismic performance and energy dissipation capacity, which will facilitate the application of this structural system in high-rise buildings and meet the strategic needs of building industrialization development under the background of new urbanization.

[0003] In cold-formed steel composite walls with a steel honeycomb core, the honeycomb core effectively improves the wall's stiffness both inside and outside the plane. Combined with the skin effect provided by the outer cladding panels, it significantly enhances both vertical and horizontal load-bearing capacity, exhibiting a clear advantage in seismic performance compared to traditional composite walls. However, during horizontal shear stress, the steel honeycomb exhibits a distinct "hourglass" stress distribution and transfer characteristic along the wall height. The lower the stress zone is, the larger the low-stress area on both sides of the honeycomb becomes, resulting in low steel utilization and poor economic efficiency in this range.

[0004] To improve material utilization and fully leverage its seismic performance, traditional cold-formed steel shear walls are often embedded within steel frames, forming a steel frame-cold-formed steel shear wall structure. This utilizes the inherent structural properties of the cold-formed steel shear wall and its synergistic effect with the steel frame to create a dual lateral force resisting structure. However, under horizontal seismic loading, while the shear wall serves as the primary lateral force resisting component, its limited shear capacity and energy dissipation ability lead to premature and significant residual deformation, severe damage, and difficult post-earthquake repair. This prevents the full utilization of the steel frame structure's seismic performance and makes it difficult to meet the seismic requirements of multi-story and high-rise cold-formed steel structures.

[0005] Patent CN208996261U discloses a cold-formed thin-walled steel composite wall with an internal honeycomb core. However, this wall, using a single internal honeycomb core component, acts as the sole lateral force resisting element under horizontal seismic loading. After failure, its shear capacity rapidly declines, leading to difficult and costly post-earthquake repairs, failing to meet the seismic requirements of multi-story and high-rise cold-formed steel structures. Furthermore, a large low-stress zone exists in the central honeycomb core, resulting in low steel utilization and poor economic efficiency. Because it lacks a phased energy dissipation design, relying solely on the plastic deformation of the honeycomb core for energy dissipation makes it difficult to meet the multi-performance targets of seismic design.

[0006] Patent CN113719178A discloses a self-piercing riveted corrugated steel plate center-covered cold-formed steel shear wall and its manufacturing method. This method uses a single corrugated steel plate shear wall component, resulting in a single lateral force resisting system. Under seismic loading, the wall must bear all horizontal shear forces. The corrugated steel plate is prone to elastic buckling, failing to fully utilize its seismic performance and leading to a reduction in load-bearing capacity. Furthermore, the lack of a graded energy dissipation design means it lacks the ability to dissipate seismic energy in stages, failing to achieve multi-performance seismic resistance goals under different seismic intensities. Post-earthquake residual deformation is large, and repair is difficult.

[0007] Patent CN216041940U discloses a corrugated steel plate-clad cold-formed thin-walled shear wall with self-resetting energy-dissipating supports. The self-resetting energy-dissipating supports are installed inside the shear wall's steel frame, requiring high rigidity of the wall skeleton. Local buckling easily occurs at the connection between the skeleton and the supports, making it difficult to achieve coordinated stress distribution among the skeleton, panel, and supports. The energy-dissipating component is a single-mode self-resetting energy-dissipating support assembly, only achieving single-stage energy dissipation and reset. Furthermore, it fails to address the technical problems of uneven stress distribution and low steel utilization in steel honeycomb core shear walls.

[0008] The patent with publication number CN111173155A proposes a shear-bending parallel type graded energy dissipation damper. By arranging bending yield type dampers and shear yield type dampers in layers, the damper achieves graded energy dissipation through the reserved gap between the long strip hole of the steel plate and the shear damper. However, it cannot avoid the problem of stress concentration when in contact. In addition, the damper can only dissipate energy in one direction of deformation, and its energy dissipation capacity in other directions is limited.

[0009] In the aforementioned existing technologies, the seismic optimization of cold-formed steel shear walls is mostly focused on improving the wall structure itself or a single connection process, or adding a single type of energy-dissipating component inside the wall frame. It is impossible to build multiple seismic defense lines, and it is also difficult to achieve phased energy dissipation under earthquakes of different intensities. It cannot match the multi-performance level target of seismic design, and it also fails to solve the problems of uneven stress distribution and low steel utilization rate unique to steel honeycomb cores. Summary of the Invention

[0010] To address the aforementioned issues, the present invention aims to provide a phased energy dissipation support system-cold-formed steel frame-honeycomb core shear wall structure and its construction method. While maintaining the structural advantages of the honeycomb core shear wall's high vertical and horizontal bearing capacity, the addition of a cold-formed steel frame with a phased energy dissipation support system concentrates damage on the phased energy dissipation dampers, improving the wall's seismic performance and forming a multi-layered lateral force resisting structure. This effectively enhances the structure's energy dissipation capacity, thereby achieving multiple performance levels under earthquakes of varying intensities.

[0011] To achieve the above objectives, the present invention provides the following technical solution:

[0012] A phased energy dissipation support system-cold-formed steel frame-honeycomb core shear wall structure includes a cold-formed steel frame, a steel honeycomb core cold-formed steel composite wall, and two sets of phased energy dissipation support systems. The steel honeycomb core cold-formed steel composite wall is located in the middle of the cold-formed steel frame. The phased energy dissipation support systems are symmetrically arranged on both sides of the steel honeycomb core cold-formed steel composite wall and between the cold-formed steel frame. The phased energy dissipation support system consists of two sets, each consisting of cold-formed steel supports and asynchronous start-up double-yield bending shear parallel metal dampers. The two sets of diagonal bars of the cold-formed steel supports converge at one end and separate at the other end. The converging end is connected to the support side connection node plate of the asynchronous start-up double-yield bending shear parallel metal damper, and the separating end is connected to the upper frame node connection plate and the column base node connection plate, respectively. The wall end connection node plates of the asynchronous start-up double-yield bending shear parallel metal dampers extend to the opposite side columns at both ends of the steel honeycomb core cold-formed steel composite wall and are connected to the steel honeycomb core cold-formed steel composite wall.

[0013] The described phased energy-dissipating support system – cold-formed steel frame – honeycomb core shear wall structure, the cold-formed steel frame includes frame beams, frame columns, frame beam-wall node connection plates, upper frame node connection plates, column base node connection plates, and steel filler plates, the specific structure of which is as follows:

[0014] The frame beams and columns of the cold-formed steel frame are all constructed by back-to-back splicing of double-limb cold-formed rolled-edge channel steel. Frame columns are symmetrically positioned at both ends of the frame beams, with the upper ends of the columns vertically fixed to the frame beams. Steel filler plates are installed along the length of the web joints of both the frame beams and columns, and these filler plates are connected to the corresponding rolled-edge channel steels on both sides by high-strength bolts. Upper frame node connection plates are installed at the connection nodes between the frame beams and columns. Two upper frame node connection plates are located between the corresponding rolled-edge channel steels of the frame beams and columns, respectively, and are fixedly connected by high-strength bolts. A column base node connection plate is installed at the base of each frame column, with two column base node connection plates... The components are located between the corresponding rolled-edge channel steels of the frame columns and are fixedly connected by high-strength bolts. Connecting bolt holes are pre-drilled at the lower flange of the frame beam to connect the cold-formed steel frame and the cold-formed steel composite wall with a steel honeycomb core. Two frame beam-to-wall node connection plates are symmetrically installed on the frame beam. The upper part of each frame beam-to-wall node connection plate extends to the corresponding rolled-edge channel steels of the frame beam and is fixedly connected by high-strength bolts. The lower part of each frame beam-to-wall node connection plate passes through the long groove of the cold-formed steel composite wall with a steel honeycomb core and extends to the corresponding rolled-edge channel steels of the edge column of the cold-formed steel composite wall, and is fixedly connected by high-strength bolts.

[0015] The described phased energy-dissipating support system – cold-formed steel frame – honeycomb core shear wall structure, the steel honeycomb core cold-formed steel composite wall includes guide rails, edge columns, steel honeycomb core, and covering panels, the specific structure of which is as follows:

[0016] The steel honeycomb core of the cold-formed steel composite wall is composed of two vertical corrugated steel plates joined together, forming a honeycomb structure. The protruding parts of the two corrugated steel plates are fitted together and fixed with self-tapping screws. Two sets of side columns are made of double-limb cold-formed rolled-edge channel steel. The two cold-formed rolled-edge channel steels of each set of side columns are arranged back-to-back and opposite each other at both ends of the steel honeycomb core. The corrugated steel plates at both ends of the steel honeycomb core extend into the joint of the side columns. The guide rails are made of channel steel, and two sets of guide rails are arranged perpendicular to the side columns at the top and bottom of the steel honeycomb core. The bottom is connected to the top and bottom of the steel honeycomb core through the groove of the channel steel structure. The cover panel is set on the outside of the wall. The cover panel is connected to the side column, guide rail and steel honeycomb core by self-tapping screws. The web of the guide rail has symmetrical long grooves on both sides and bolt holes. These bolt holes correspond to the reserved connection bolt holes on the lower flange of the frame beam. The guide rail and the frame beam are fixedly connected by high-strength bolts. The connection between the side column and the frame beam is set with a frame beam and wall node connection plate. The side column is fixedly connected to the node connection plate by high-strength bolts.

[0017] The aforementioned phased energy-dissipating support system - cold-formed steel frame - honeycomb core shear wall structure has two long slots on the top guide rail of the steel honeycomb core, which are reserved for the installation of the two frame beams and wall node connection plates inside the wall. The lower part of each frame beam and wall node connection plate passes through a long slot on the top guide rail of the steel honeycomb core and extends to the corrugated steel plate at one end of the steel honeycomb core in the splicing joint of the side column, and is fixedly connected by high-strength bolts.

[0018] The aforementioned phased energy-dissipating support system - cold-formed steel frame - honeycomb core shear wall structure has two long slots on the bottom guide rail of the steel honeycomb core as reserved installation space for the two wall foot node connection plates to be inserted into the wall. The upper part of each wall foot node connection plate passes through a long slot on the bottom guide rail of the steel honeycomb core and extends to the corrugated steel plate at one end of the steel honeycomb core in the splicing joint of the side column, and is fixedly connected by high-strength bolts.

[0019] The aforementioned phased energy-dissipating support system - cold-formed steel frame - honeycomb core shear wall structure, with the wall end connecting node plate of the asynchronous start double-stage yield bending shear parallel metal damper extending to the middle of the corresponding corrugated steel plate in the splicing joint of the side column, the middle of the corrugated steel plate in the splicing joint of the steel honeycomb core, and the wall end connecting node plate between the middle of the corrugated steel plate extending to the middle of the corrugated steel plate are respectively provided with bolt holes, and are fixedly connected by high-strength bolts.

[0020] The described phased energy-dissipating support system – cold-formed steel frame – honeycomb core shear wall structure – consists of two sets of diagonally arranged diagonal members. Each set of diagonal members is a double-limb cold-formed rolled-edge channel steel structure formed by the first and second diagonal members arranged back-to-back. One end of the two sets of diagonal members converges, and the converging end is connected to the support side connection node plate of the asynchronous start-up double-stage yield bending shear parallel metal damper to form a node. The other end of one set of diagonal members is inclined upward, and its upper end clamps the upper frame node connection plate and is connected by high-strength bolts. The other end of the other set of diagonal members is inclined downward, and its lower end clamps the column base node connection plate and is connected by high-strength bolts. A steel filler plate is set in the splice joint of each set of first and second diagonal members, and the steel filler plate is connected to the corresponding first and second diagonal members on both sides by high-strength bolts.

[0021] The described phased energy-dissipating support system – cold-formed steel frame – honeycomb core shear wall structure, with asynchronous start-up double-stage yielding bending-shear parallel metal damper, includes a support-side connecting node plate, a support-end connecting node plate stiffening rib, a support-end constraint plate, a wall-end connecting node plate, a wall-end constraint plate, a right-angled trapezoidal stiffening rib, a rectangular stiffening rib, a U-shaped bent steel plate, a rectangular shear steel plate, a rigid end block, and a transverse stiffening plate. The specific structure is as follows:

[0022] The support end connecting node plate has stiffening ribs welded vertically and symmetrically on both sides. Bolt holes are provided on the support end connecting node plate for connection with cold-formed steel supports. The upper ends of the support side connecting node plate and the stiffening ribs of the support end connecting node plate are vertically welded to the middle of the metal damper support end constraint plate. Two U-shaped bent steel plates and a shear damper are installed between the relatively parallel and vertically arranged support end constraint plate and wall end constraint plate. The two U-shaped bent steel plates are symmetrically arranged on the upper and lower sides of the shear damper. The upper U-shaped bent steel plate opens upwards, and the lower U-shaped bent steel plate opens downwards. The opposite face of each U-shaped bent steel plate is in close contact with the corresponding side of the support end constraint plate and the wall end constraint plate, and is connected by high-strength bolts. The shear damper consists of a rectangular shear steel plate, a rigid end block, and a transverse stiffening plate. The transverse stiffening plate is vertically welded to the upper and lower parts of the rectangular shear steel plate. One end of the rectangular shear steel plate and the transverse stiffening plate is connected to the support side constraint plate. Vertical welding is performed on the other end of the rectangular sheared steel plate and the transverse stiffening plate, which are vertically welded to the rigid end block with rounded edges. The wall end constraint plate has a long hole in the middle that corresponds to and matches the shape of the rigid end block, so that the rigid end block is located in the long hole. The wall end connecting node plate is a vertical plate structure with a groove on one side. The wall end connecting node plate is vertically welded to one side of the wall end constraint plate. The groove of the wall end connecting node plate spans the outside of the long hole in the length direction. Rectangular stiffening ribs are welded to the upper and lower ends of the wall end connecting node plate, and the rectangular stiffening ribs are welded perpendicularly to the wall end connecting node plate. At the same time, right-angled trapezoidal stiffening ribs are symmetrically and evenly welded on both sides of the wall end connecting node plate, and the right-angled trapezoidal stiffening ribs are welded perpendicularly to the upper constraint plate. One side of the wall end connecting node plate extends to the joint of the side column of the steel honeycomb core cold-formed steel composite wall. The wall end connecting node plate has bolt holes corresponding to the side column, and high-strength bolts are used to fix the connection through the corresponding bolt holes.

[0023] The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure has an elongated hole width greater than the rigid end block width to ensure that the side walls do not contact when the two undergo relative deformation; the elongated hole length is greater than the rigid end block length, and a gap is reserved for the horizontal displacement of the rigid end block.

[0024] The construction method for the phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure includes the following steps:

[0025] S1. The prefabrication and welding of each component of the cold-formed steel frame, each component of the cold-formed steel composite wall with steel honeycomb core, each component of the asynchronous start-up double-stage yield bending shear parallel metal damper, each node plate and steel filler plate are completed in the factory to complete the production of prefabricated components.

[0026] S2. Insert the frame beam and wall node connection plate, upper frame node connection plate, column base node connection plate and steel filler plate into the splicing joint of the frame beam and frame column. Pass the high-strength bolts through the reserved bolt holes of each component for preliminary fixation. Adjust the position of the frame beam and frame column to ensure the horizontality of the frame beam and the verticality of the frame column. After the position is accurate, tighten the high-strength bolts to complete the installation of the cold-formed steel frame.

[0027] S3. Two corrugated steel plates assembled into a steel honeycomb core are connected with self-tapping screws. Side columns are installed at both ends of the steel honeycomb core, and guide rails are installed at the top and bottom of the steel honeycomb core to complete the prefabrication and assembly of the steel honeycomb core cold-formed steel composite wall. The assembled steel honeycomb core cold-formed steel composite wall is placed in the middle of the cold-formed steel frame. The guide rails at the top of the steel honeycomb core cold-formed steel composite wall are connected to the lower flange of the frame beam, the side columns are connected to the upper frame node plate, and the side columns are connected to the wall foot node plate by high-strength bolts to complete the fixed connection between the steel honeycomb core cold-formed steel composite wall and the cold-formed steel frame.

[0028] S4. Connect the converging ends of the two sets of diagonal braces of the cold-formed steel support to the support end connection node plate of the asynchronous start double-yield bending shear parallel metal damper using high-strength bolts to complete the prefabrication and assembly of the cold-formed steel support and the asynchronous start double-yield bending shear parallel metal damper; place the assembled cold-formed steel support and the asynchronous start double-yield bending shear parallel metal damper into the two sides of the steel honeycomb core cold-formed steel composite wall and between the cold-formed steel frame, respectively. Connect the two separate ends of the cold-formed steel support to the upper frame node connection plate and the column base node connection plate using high-strength bolts, respectively. Connect the wall end connection node plate of the asynchronous start double-yield bending shear parallel metal damper to the middle of the side column of the steel honeycomb core cold-formed steel composite wall using high-strength bolts.

[0029] S5. The side columns and both sides of the steel honeycomb core cold-formed steel composite wall are connected to the cover panel by self-tapping screws to complete the installation of the phased energy dissipation support system - cold-formed steel frame - honeycomb core shear wall structure.

[0030] The design concept of this invention is:

[0031] Existing cold-formed steel composite walls with steel honeycomb cores exhibit an hourglass-shaped stress distribution under horizontal shear stress, with a large low-stress zone in the central honeycomb core, resulting in low steel utilization and poor economic efficiency. Traditional cold-formed steel shear wall structures rely on a single lateral force resisting system. As the primary lateral force resisting component, the shear wall is prone to premature large residual deformation and severe damage, making post-earthquake repair difficult and failing to fully utilize the seismic performance of the frame, thus failing to meet the seismic requirements of multi-story and high-rise cold-formed steel structures. This invention constructs a multi-layered lateral force resisting hybrid structural system comprising a cold-formed steel frame, a cold-formed steel composite wall with steel honeycomb cores, and a phased energy-dissipating support system, as detailed below:

[0032] The steel honeycomb core cold-formed steel composite wall is embedded inside the cold-formed steel frame. The rigid connection between the frame and the wall enables them to share the load. By utilizing the constraint effect of the frame on the wall, the hourglass stress distribution characteristics of the steel honeycomb core under horizontal shear are improved, the low stress zone in the middle of the wall is significantly reduced, and the steel utilization rate and the overall load-bearing and seismic performance of the structure are improved.

[0033] A phased energy-dissipating support system is symmetrically installed between the frame columns and the composite walls. The plastic damage under seismic action is concentrated on the replaceable damper components, so that the dampers enter the elastoplastic stage before the main structure such as the frame and walls. The seismic energy is dissipated through plastic deformation to achieve the seismic resistance target, which greatly improves the post-earthquake recoverability of the structure and reduces the repair cost.

[0034] To address phased energy dissipation requirements, an innovative asynchronous-start, dual-stage yielding parallel metal damper was designed. Through the displacement gap design of the elongated holes, the U-shaped bending steel plate and the rectangular shear steel plate achieve different yielding start sequences. Under lower intensity earthquakes, the bending steel plate yields first to dissipate energy, while under higher intensity earthquakes, the rectangular shear steel plate initiates and participates in joint energy dissipation. This precisely matches the energy dissipation requirements under different earthquake intensities, achieving the multi-performance seismic resistance objective of graded yielding. Furthermore, the U-shaped damper exhibits good deformation energy dissipation capacity in any stress direction, significantly improving the multi-directional seismic performance of the structure.

[0035] In summary, the organic combination of these three elements forms multiple seismic defense lines. It retains the advantages of high vertical and horizontal bearing capacity of honeycomb core shear walls, while the frame and support system make up for the shortcomings in ductility and energy dissipation capacity. At the same time, all components are prefabricated in the factory and assembled on-site with bolts, eliminating the need for on-site welding, which greatly improves construction efficiency and meets the development needs of prefabricated buildings.

[0036] The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure and construction method provided by the present invention have the following advantages and beneficial effects:

[0037] 1. This invention efficiently combines a cold-formed steel frame with a honeycomb core composite wall, innovating the form and force transmission path of the cold-formed steel structure. While maintaining the high vertical and horizontal load-bearing capacity of the honeycomb core composite wall, it utilizes the good synergistic matching relationship and load-bearing characteristics between the cold-formed steel composite wall and the cold-formed steel frame to fully exert the strengthening effect of the steel frame on the honeycomb core shear wall, reduce the area of ​​low-stress regions in the honeycomb core, and effectively improve the seismic performance and steel utilization rate of the structure.

[0038] 2. This invention introduces energy-dissipating supports into a cold-formed steel frame-honeycomb shear wall structure. These supports dissipate energy through replaceable dampers, exhibiting excellent energy dissipation capacity, good post-earthquake recoverability, and low repair costs. Under seismic loads, the damage is concentrated on the replaceable dampers. The dampers enter the elastoplastic stage before the main structure, dissipating seismic energy through plastic deformation, effectively protecting the main structure from severe damage.

[0039] 3. The damper in the energy-dissipating support of this invention adopts a staged yielding type damper. Based on the different structural forms of bending and shear energy-dissipating elements, it is assembled in parallel using their different yield stiffnesses and energy dissipation occurrence sequences, which can achieve multiple performance levels of the structure under earthquakes of different intensities. Compared with traditional single-stage energy-dissipating dampers, the timing of each energy-dissipating component's participation can be artificially controlled, allowing the damper to participate in the work in stages and sequentially rather than being subjected to force simultaneously. This is highly compatible with current seismic design concepts and is simple in construction and easy to manufacture.

[0040] 4. This invention combines a cold-formed steel frame, a cold-formed steel shear wall, and a phased energy-dissipating support system, innovating the cold-formed steel structure form and force transmission path to create a multi-layered lateral force-resisting hybrid structure. This forms multiple seismic defense lines, effectively resisting earthquake forces. Under seismic action, the phased energy-dissipating support system effectively absorbs seismic energy while working together with the steel frame and cold-formed steel shear wall to resist horizontal seismic forces, fully leveraging the advantages of each structure to effectively improve the structure's seismic performance.

[0041] 5. This invention facilitates modular design, factory prefabrication, and on-site assembly. All structural components can be prefabricated in the factory, with component dimensions meeting modular requirements. This effectively ensures the processing accuracy of each component and minimizes the impact of human factors on component quality. On-site assembly requires only self-tapping screws and some bolt connections, eliminating the need for welding. This avoids the impact of residual stress and deformation on structural assembly, effectively improving construction efficiency, reducing construction time and costs, and promoting its application in practical engineering projects. Attached Figure Description

[0042] Figure 1 This is a schematic diagram of the overall structure of an embodiment of the present invention;

[0043] Figure 2 This is a front view of a cold-formed steel frame unit in an embodiment of the present invention;

[0044] Figure 3 This is a top view of a cold-formed steel frame unit in an embodiment of the present invention;

[0045] Figure 4 This is a schematic diagram of a cold-formed steel composite wall structure with a steel honeycomb core, as shown in an embodiment of the present invention.

[0046] Figure 5 This is a split view of the cold-formed steel composite wall structure with a steel honeycomb core in an embodiment of the present invention;

[0047] Figure 6 This is a top view of the cold-formed steel composite wall structure with a steel honeycomb core in an embodiment of the present invention;

[0048] Figure 7 This is a schematic diagram of the phased energy consumption support system structure in an embodiment of the present invention;

[0049] Figure 8 This is a structural breakdown diagram of the phased energy consumption support system in an embodiment of the present invention;

[0050] Figure 9 This is a split front view of the asynchronous start-up double-yield bending-shear parallel metal damper in an embodiment of the present invention;

[0051] Figure 10 This is a structural diagram of the asynchronous start-up double-yield bending-shear parallel metal damper in an embodiment of the present invention.

[0052] In all the accompanying drawings, the same reference numerals are used to denote the same elements or structures, wherein: 1-cold-formed steel frame, 2-steel honeycomb core cold-formed steel composite wall, 3-cold-formed steel support, 4-high-strength bolt, 5-self-tapping screw, 6-asynchronous start double-stage yielding bending shear parallel metal damper, 7-steel filler plate, (1-1)-frame beam, (1-2)-frame column, (1-3)-frame beam and wall node connection plate, (1-4)-upper frame node connection plate, (1-5)-column base node connection plate, (1-6)-steel filler plate, (1-7)-bolt hole, (2-1)-guide rail, (2-2)-side column, (2-3)-steel honeycomb core Core, (2-4)-Covering panel, (2-5)-Wall base node connecting plate, (2-6)-Long strip groove, (3-1)-First diagonal bar, (3-2)-Second diagonal bar, (6-1)-Support side connecting node plate, (6-2)-Support end connecting node plate stiffening rib, (6-3)-Support end constraint plate, (6-4)-Wall end connecting node plate, (6-5)-Wall end constraint plate, (6-6)-Right angle trapezoidal stiffening rib, (6-7)-Rectangular stiffening rib, (6-8)-U-shaped bent steel plate, (6-9)-Rectangular sheared steel plate, (6-10)-Rigid end block, (6-11)-Long strip hole, (6-12)-Transverse stiffening plate. Detailed Implementation

[0053] To enable those skilled in the art to better understand the technical solution of the present invention, the present invention will be further described in detail below with reference to the accompanying drawings.

[0054] like Figures 1-10As shown, this invention provides a phased energy dissipation support system-cold-formed steel frame-honeycomb core shear wall structure, mainly composed of a cold-formed steel frame 1, a steel honeycomb core cold-formed steel composite wall 2, and a phased energy dissipation support system. The specific structure is as follows: the steel honeycomb core cold-formed steel composite wall 2 is placed in the middle of the cold-formed steel frame 1. The phased energy dissipation support system is symmetrically arranged on both sides of the steel honeycomb core cold-formed steel composite wall 2 and between it and the cold-formed steel frame 1. The phased energy dissipation support system consists of two sets, each set consisting of a cold-formed steel support 3 and an asynchronous initiation double-yield bending-shear parallel type... The metal damper 6 consists of two sets of diagonal braces of the cold-formed steel support 3, converging at one end and separating at the other. The converging end is connected to the support side connection node plate 6-1 of the asynchronous start-up double-yield bending shear parallel metal damper 6, and the separating end is connected to the upper frame node connection plate 1-4 and the column base node connection plate 1-5 respectively. The wall end connection node plate 6-4 of the asynchronous start-up double-yield bending shear parallel metal damper 6 extends to the opposite side columns 2-2 at both ends of the steel honeycomb core cold-formed steel composite wall 2 and connects to the steel honeycomb core cold-formed steel composite wall 2. Except for the components in the steel honeycomb core cold-formed steel composite wall 2 which are connected by self-tapping screws 5, all other components are connected by high-strength bolts 4.

[0055] like Figure 2 , Figure 3 As shown, the cold-formed steel frame 1 consists of frame beams 1-1, frame columns 1-2, frame beam-wall connection plates 1-3, upper frame connection plates 1-4, column base connection plates 1-5, and steel filler plates 1-6, etc., with the specific structure as follows:

[0056] The frame beams 1-1 and frame columns 1-2 of the cold-formed steel frame 1 are both assembled back-to-back from double-limb cold-formed rolled-edge channel steel. Frame columns 1-2 are symmetrically arranged at both ends of the frame beams 1-1. The upper ends of the frame columns 1-2 are vertically fixed to the frame beams 1-1. Steel filler plates 1-6 are installed along the length of the web splice joint of the frame beams 1-1 and the frame columns 1-2. The steel filler plates 1-6 are connected to the corresponding rolled-edge channel steels on both sides by high-strength bolts 4. Upper frame node connection plates 1-4 are set at the connection nodes of the frame beams 1-1 and the frame columns 1-2. The two upper frame node connection plates 1-4 are located between the corresponding rolled-edge channel steels of the frame beams 1-1 and the frame columns 1-2, and are fixedly connected by high-strength bolts 4. Column base node connection plates 1-5 are set at the base of each frame column 1-2. The two column base node connection plates 1-5 are located between the corresponding rolled-edge channel steels of the frame columns 1-2, and are fixedly connected by high-strength bolts. Meanwhile, connecting bolt holes 1-7 should be reserved at the lower flange of the middle part of frame beam 1-1 for connecting the cold-formed steel frame 1 and the steel honeycomb core cold-formed steel composite wall 2, thereby ensuring the integrity of the steel frame and the composite wall, so that the two can work together to resist the load. Two frame beam and wall node connection plates 1-3 are symmetrically set on frame beam 1-1. The upper part of each frame beam and wall node connection plate 1-3 extends to the corresponding rolled edge channel steel of frame beam 1-1 and is fixedly connected by high-strength bolts 4. The lower part of each frame beam and wall node connection plate 1-3 passes through the long groove 2-6 of the steel honeycomb core cold-formed steel composite wall 2 and extends to the corresponding rolled edge channel steel of the side column 2-2 of the steel honeycomb core cold-formed steel composite wall 2, and is fixedly connected by high-strength bolts 4.

[0057] like Figures 4-6 As shown, the cold-formed steel composite wall 2 with a steel honeycomb core consists of components such as guide rail 2-1, side column 2-2, steel honeycomb core 2-3, covering panel 2-4, and wall base node connection plate 2-5. The specific structure is as follows:

[0058] The steel honeycomb core 2-3 in the middle of the cold-formed steel composite wall 2 is composed of two vertical corrugated steel plates spliced ​​together, with a honeycomb-shaped cross-section. The protruding parts of the two corrugated steel plates are fitted together, and the joint is fixedly connected by self-tapping screws 5. The two sets of side columns 2-2 are made of double-limb cold-formed rolled-edge channel steel. The two cold-formed rolled-edge channel steels of each set of side columns 2-2 are set back to back and located at both ends of the steel honeycomb core 2-3. The corrugated steel plates at both ends of the steel honeycomb core 2-3 extend into the splicing joint of the side columns 2-2.

[0059] The guide rail 2-1 is a channel steel structure. The two sets of guide rails 2-1 are arranged perpendicular to the side column 2-2 at the top and bottom of the steel honeycomb core 2-3, and are fastened to the top and bottom of the steel honeycomb core 2-3 through the groove of the channel steel structure. The cover panel 2-4 is set on the outside of the wall. The cover panel 2-4 is connected to the side column 2-2, the guide rail 2-1 and the steel honeycomb core 2-3 by self-tapping screws 5.

[0060] The web of guide rail 2-1 has symmetrically arranged elongated grooves 2-6 on both sides. The web of guide rail 2-1 has bolt holes, which correspond to the reserved connecting bolt holes 1-7 on the lower flange of frame beam 1-1. Guide rail 2-1 and frame beam 1-1 are fixedly connected by high-strength bolts 4. A frame beam and wall node connection plate 1-3 is set at the connection between side column 2-2 and frame beam 1-1. Side column 2-2 is fixedly connected to the node connection plate by high-strength bolts 4.

[0061] The two long slots 2-6 on the top guide rail 2-1 of the steel honeycomb core 2-3 are reserved for the installation of the two frame beams and wall node connection plates 1-3 into the wall. The lower part of each frame beam and wall node connection plate 1-3 passes through one of the long slots 2-6 on the top guide rail 2-1 of the steel honeycomb core 2-3, and extends to the corrugated steel plate at one end of the steel honeycomb core 2-3 in the splicing joint of the side column 2-2, and is fixedly connected by high-strength bolts.

[0062] The two long slots 2-6 located at the bottom guide rail 2-1 of the steel honeycomb core 2-3 are reserved for the installation of the two wall foot node connecting plates 2-5 into the wall. The upper part of each wall foot node connecting plate 2-5 passes through one of the long slots 2-6 located at the bottom guide rail 2-1 of the steel honeycomb core 2-3, and extends to the corrugated steel plate at one end of the steel honeycomb core 2-3 in the splicing joint of the side column 2-2, and is fixedly connected by high-strength bolts.

[0063] The wall-end connecting node plate 6-4 of the asynchronous start-up double-stage yielding bending shear parallel metal damper 6 extends to the middle of the corresponding corrugated steel plate in the splice joint of the side column 2-2. The middle of the side column 2-2, the middle of the corrugated steel plate in the splice joint of the steel honeycomb core 2-3, and the wall-end connecting node plate 6-4 extending to the middle of the corrugated steel plate are respectively provided with bolt holes and are fixedly connected by high-strength bolts.

[0064] like Figure 7 , Figure 8 As shown, each staged energy-dissipating support system consists of components such as cold-formed steel supports 3 and asynchronous start-up double-yield bending-shear parallel metal dampers 6, with the specific structure as follows:

[0065] The cold-formed steel support 3 consists of two sets of diagonally arranged diagonal members. Each set of diagonal members is a double-limb cold-formed rolled-edge channel steel structure formed by the back-to-back arrangement of the first diagonal member 3-1 and the second diagonal member 3-2. One end of the two sets of diagonal members converges and is connected to the support side connection node plate 6-1 of the asynchronous start-up double-stage yield bending shear parallel metal damper 6 to form a node. The other end of one set of diagonal members is inclined upward, and its upper end clamps the upper frame node connection plate 1-4 and is connected by high-strength bolts. The other end of the other set of diagonal members is inclined downward, and its lower end clamps the column foot node connection plate 1-5 and is connected by high-strength bolts. A steel filler plate 7 is set in the splice joint of the first diagonal member 3-1 and the second diagonal member 3-2 in each set. The steel filler plate 7 is connected to the corresponding first diagonal member 3-1 and the second diagonal member 3-2 on both sides by high-strength bolts 4.

[0066] like Figure 9 , Figure 10 As shown, the asynchronous starting double-yield bending-shear parallel metal damper 6 consists of components such as a support-side connecting node plate 6-1, a support-end connecting node plate stiffening rib 6-2, a support-end constraint plate 6-3, a wall-end connecting node plate 6-4, a wall-end constraint plate 6-5, a right-angled trapezoidal stiffening rib 6-6, a rectangular stiffening rib 6-7, a U-shaped bent steel plate 6-8, a rectangular shear steel plate 6-9, a rigid end block 6-10, and a transverse stiffening plate 6-12. The specific structure is as follows:

[0067] The stiffening ribs 6-2 of the support end connecting node plate 6-1 should be welded vertically and symmetrically on both sides. Bolt holes are opened on the support end connecting node plate 6-1 to be connected to the cold-formed steel support 3 by bolts. The upper ends of the support side connecting node plate 6-1 and the stiffening ribs 6-2 of the support end connecting node plate are vertically welded to the middle of the metal damper support end constraint plate 6-3, so as to ensure that the cold-formed steel support 3 transmits force evenly to the support end constraint plate 6-3.

[0068] Two U-shaped bent steel plates 6-8 and a shear damper are provided between the support end constraint plate 6-3 and the wall end constraint plate 6-5, which are arranged relatively parallel and vertically. The two U-shaped bent steel plates 6-8 are symmetrically arranged on the upper and lower sides of the shear damper. The upper U-shaped bent steel plate 6-8 opens upward and the lower U-shaped bent steel plate 6-8 opens downward. The opposite face of each U-shaped bent steel plate 6-8 is in close contact with the corresponding side of the support end constraint plate 6-3 and the wall end constraint plate 6-5 and is connected by high-strength bolts 4. The shear damper consists of a rectangular shear steel plate 6-9, a rigid end block 6-10, and a transverse stiffening plate 6-12. The transverse stiffening plate 6-12 is vertically welded to the top and bottom of the rectangular shear steel plate 6-9 to suppress buckling of the rectangular shear steel plate. One end of the rectangular shear steel plate 6-9 and the transverse stiffening plate 6-12 is vertically welded to the support-side constraint plate 6-3, and the other end of the rectangular shear steel plate 6-9 and the transverse stiffening plate 6-12 is vertically welded to the rigid end block 6-10, which has been rounded.

[0069] The wall end constraint plate 6-5 has an elongated hole 6-11 in the middle that corresponds to and matches the shape of the rigid end block 6-10, so that the rigid end block 6-10 is located in the elongated hole 6-11. The width of the elongated hole 6-11 should be slightly larger than the width of the rigid end block 6-10 to ensure that the side walls do not contact each other when the two undergo relative deformation. The length of the elongated hole 6-11 should be greater than the length of the rigid end block 6-10, and a gap should be reserved for the horizontal displacement of the rigid end block 6-10. The gap distance is determined according to the seismic requirements. By utilizing the different energy dissipation sequences of the U-shaped bent steel plate 6-8 and the rectangular sheared steel plate 6-9, staged energy dissipation can be achieved.

[0070] The wall-end connecting node plate 6-4 is a vertical plate structure with a groove on one side. The wall-end connecting node plate 6-4 is vertically welded to one side of the wall-end constraint plate 6-5. The groove of the wall-end connecting node plate 6-4 extends across the outer side of the elongated hole 6-11 along its length. Rectangular stiffening ribs 6-7 are welded to the upper and lower ends of the wall-end connecting node plate 6-4, and the rectangular stiffening ribs 6-7 are welded perpendicularly to the wall-end connecting node plate 6-4. At the same time, right-angled trapezoidal stiffening ribs 6-6 are symmetrically and evenly welded to both sides of the wall-end connecting node plate 6-4, and the right-angled trapezoidal stiffening ribs 6-6 are welded perpendicularly to the upper constraint plate 4-6. These are used to enhance the shear strength of the wall-end connecting node plate 6-4 and the wall-end constraint plate 6-5, disperse stress, effectively suppress out-of-plane deformation of the wall-end connecting node plate 6-4, and improve the local stability and torsional performance of the node plate. One side of the wall end connecting node plate 6-4 extends to the joint of the side column 2-2 of the steel honeycomb core cold-formed steel composite wall 2. The wall end connecting node plate 6-4 is provided with bolt holes corresponding to the side column 2-2, and high-strength bolts are used to fix and connect the wall end connecting node plate 6-4 through the corresponding bolt holes.

[0071] like Figures 1-10 As shown, the construction method of the phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure of the present invention includes the following steps:

[0072] S1. The prefabricated components are pre-processed and welded in the factory, including the components of the cold-formed steel frame 1, the components of the cold-formed steel composite wall 2 with steel honeycomb core, the components of the asynchronous start-up double-stage yield bending shear parallel metal damper 6, the node plates and steel filler plates at each part, and the production of prefabricated components is completed.

[0073] S2. Insert the frame beam and wall node connection plate 1-3, upper frame node connection plate 1-4, column base node connection plate 1-5 and steel filler plate 1-6 into the splicing joint of frame beam 1-1 and frame column 1-2. Pass high-strength bolts 4 through the reserved bolt holes of each component for preliminary fixation. Adjust the position of frame beam 1-1 and frame column 1-2 to ensure the horizontality of frame beam 1-1 and the verticality of frame column 1-2. After the position is accurate, tighten the high-strength bolts 4 to complete the installation of cold-formed steel frame 1.

[0074] S3. Two corrugated steel plates, assembled into a steel honeycomb core 2-3, are connected using self-tapping screws 5. Side columns 2-2 are installed at both ends of the steel honeycomb core 2-3, and guide rails 2-1 are installed at the top and bottom of the steel honeycomb core 2-3, completing the prefabrication and assembly of the steel honeycomb core cold-formed steel composite wall 2. The assembled steel honeycomb core cold-formed steel composite wall 2 is placed in the middle of the cold-formed steel frame 1. High-strength bolts 4 are used to connect the guide rails 2-1 at the top of the steel honeycomb core cold-formed steel composite wall 2 to the lower flange of the frame beam 1-1, the side columns 2-2 to the upper frame node connection plate 1-4, and the side columns 2-2 to the wall foot connection node plate 2-5, completing the fixed connection between the steel honeycomb core cold-formed steel composite wall 2 and the cold-formed steel frame 1.

[0075] S4. Connect the converging ends of the two sets of diagonal members of the cold-formed steel support 3 to the support end connection node plate 6-1 of the asynchronous start-up double-yield bending shear parallel metal damper 6 using high-strength bolts to complete the prefabrication and assembly of the cold-formed steel support 3 and the asynchronous start-up double-yield bending shear parallel metal damper 6. Place the assembled cold-formed steel support 3 and the asynchronous start-up double-yield bending shear parallel metal damper 6 between the two sides of the steel honeycomb core cold-formed steel composite wall 2 and the cold-formed steel frame 1. The two separate ends of the cold-formed steel support 3 are connected to the upper frame node connection plate 1-4 and the column base node connection plate 1-5 respectively using high-strength bolts. The wall end connection node plate 6-4 of the asynchronous start-up double-yield bending shear parallel metal damper 6 is connected to the middle of the side column 2-2 of the steel honeycomb core cold-formed steel composite wall 2 using high-strength bolts.

[0076] S5. The side columns 2-2 and the steel honeycomb core 2-3 of the steel honeycomb core cold-formed steel composite wall 2 are connected to the cover panel 2-4 by self-tapping screws 5, respectively, to complete the installation of the phased energy dissipation support system-cold-formed steel frame-honeycomb core shear wall structure.

[0077] In this invention, high-strength bolts refer to bolts with a performance grade of 8.8 or higher.

[0078] The results show that this invention can effectively improve the energy dissipation capacity of cold-formed steel walls, achieve multiple performance levels of the structure under earthquakes of different intensities, and, as a multi-force-resistance hybrid structure, innovate the form and force transmission path of cold-formed steel structures, forming multiple earthquake defense lines, which can effectively improve the seismic performance of the structure.

[0079] Finally, it should be noted that the above description only illustrates certain exemplary embodiments of the present invention. Those skilled in the art can modify the described embodiments in various ways without departing from the spirit and scope of the invention. Therefore, the above drawings and descriptions are illustrative in nature and should not be construed as limiting the scope of protection of the claims of the present invention.

Claims

1. A phased energy-dissipating support system – cold-formed steel frame – honeycomb core shear wall structure, characterized in that, The system comprises a cold-formed steel frame, a steel honeycomb core cold-formed steel composite wall, and two sets of phased energy-dissipating support systems. The steel honeycomb core cold-formed steel composite wall is located in the middle of the cold-formed steel frame. The phased energy-dissipating support systems are symmetrically arranged on both sides of the steel honeycomb core cold-formed steel composite wall and between the cold-formed steel frame. The phased energy-dissipating support systems consist of two sets, each consisting of a cold-formed steel support and an asynchronous start-up double-yield bending shear parallel metal damper. The two sets of diagonal bars of the cold-formed steel support converge at one end and separate at the other end. The converging end is connected to the support side connection node plate of the asynchronous start-up double-yield bending shear parallel metal damper, and the separating end is connected to the upper frame node connection plate and the column base node connection plate, respectively. The wall end connection node plates of the asynchronous start-up double-yield bending shear parallel metal damper extend to the opposite side columns at both ends of the steel honeycomb core cold-formed steel composite wall and are connected to the steel honeycomb core cold-formed steel composite wall.

2. The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure according to claim 1, characterized in that, The cold-formed steel frame includes frame beams, frame columns, frame beam-to-wall connection plates, upper frame connection plates, column base connection plates, and steel filler plates. The specific structure is as follows: The frame beams and columns of the cold-formed steel frame are all constructed by back-to-back splicing of double-limb cold-formed rolled-edge channel steel. Frame columns are symmetrically positioned at both ends of the frame beams, with the upper ends of the columns vertically fixed to the frame beams. Steel filler plates are installed along the length of the web joints of both the frame beams and columns, and these filler plates are connected to the corresponding rolled-edge channel steels on both sides by high-strength bolts. Upper frame node connection plates are installed at the connection nodes between the frame beams and columns. Two upper frame node connection plates are located between the corresponding rolled-edge channel steels of the frame beams and columns, respectively, and are fixedly connected by high-strength bolts. A column base node connection plate is installed at the base of each frame column, with two column base node connection plates... The components are located between the corresponding rolled-edge channel steels of the frame columns and are fixedly connected by high-strength bolts. Connecting bolt holes are pre-drilled at the lower flange of the frame beam to connect the cold-formed steel frame and the cold-formed steel composite wall with a steel honeycomb core. Two frame beam-to-wall node connection plates are symmetrically installed on the frame beam. The upper part of each frame beam-to-wall node connection plate extends to the corresponding rolled-edge channel steels of the frame beam and is fixedly connected by high-strength bolts. The lower part of each frame beam-to-wall node connection plate passes through the long groove of the cold-formed steel composite wall with a steel honeycomb core and extends to the corresponding rolled-edge channel steels of the edge column of the cold-formed steel composite wall, and is fixedly connected by high-strength bolts.

3. The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure according to claim 1, characterized in that, The cold-formed steel composite wall with steel honeycomb core includes guide rails, edge columns, steel honeycomb core, and paneling. The specific structure is as follows: The steel honeycomb core of the cold-formed steel composite wall is composed of two vertical corrugated steel plates joined together, forming a honeycomb structure. The protruding parts of the two corrugated steel plates are fitted together and fixed with self-tapping screws. Two sets of side columns are made of double-limb cold-formed rolled-edge channel steel. The two cold-formed rolled-edge channel steels of each set of side columns are arranged back-to-back and opposite each other at both ends of the steel honeycomb core. The corrugated steel plates at both ends of the steel honeycomb core extend into the joint of the side columns. The guide rails are made of channel steel, and two sets of guide rails are arranged perpendicular to the side columns at the top and bottom of the steel honeycomb core. The bottom is connected to the top and bottom of the steel honeycomb core through the groove of the channel steel structure. The cover panel is set on the outside of the wall. The cover panel is connected to the side column, guide rail and steel honeycomb core by self-tapping screws. The web of the guide rail has symmetrical long grooves on both sides and bolt holes. These bolt holes correspond to the reserved connection bolt holes on the lower flange of the frame beam. The guide rail and the frame beam are fixedly connected by high-strength bolts. The connection between the side column and the frame beam is set with a frame beam and wall node connection plate. The side column is fixedly connected to the node connection plate by high-strength bolts.

4. The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure according to claim 3, characterized in that, The two long slots on the top guide rail of the steel honeycomb core are reserved for the installation of the two frame beams and wall node connection plates into the wall. The lower part of each frame beam and wall node connection plate passes through a long slot on the top guide rail of the steel honeycomb core, extends to the corrugated steel plate at one end of the steel honeycomb core in the splicing joint of the side column, and is fixedly connected by high-strength bolts.

5. The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure according to claim 3, characterized in that, The two long slots at the bottom of the steel honeycomb core are reserved for the installation of the two wall foot node connecting plates into the wall. The upper part of each wall foot node connecting plate passes through a long slot at the bottom of the steel honeycomb core and extends to the corrugated steel plate at one end of the steel honeycomb core in the splicing joint of the side column, and is fixedly connected by high-strength bolts.

6. The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure according to claim 3, characterized in that, The wall end connection node plate of the asynchronous start-up double-stage yielding bending shear parallel metal damper extends to the middle of the corresponding corrugated steel plate in the splice joint of the side column. The wall end connection node plate between the middle of the side column, the middle of the corrugated steel plate in the splice joint of the steel honeycomb core, and the middle of the corrugated steel plate is provided with bolt holes and is fixedly connected by high-strength bolts.

7. The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure according to claim 1, characterized in that, The cold-formed steel support consists of two sets of diagonally arranged diagonal members. Each set of diagonal members is a double-limb cold-formed rolled-edge channel steel structure formed by the first and second diagonal members being arranged back-to-back. One end of the two sets of diagonal members converges, and the converging end is connected to the support side connection node plate of the asynchronous start-up double-stage yield bending shear parallel metal damper to form a node. The other end of one set of diagonal members is inclined upward, and its upper end clamps the upper frame node connection plate and is connected by high-strength bolts. The other end of the other set of diagonal members is inclined downward, and its lower end clamps the column base node connection plate and is connected by high-strength bolts. A steel filler plate is set in the splice joint of each set of first and second diagonal members, and the steel filler plate is connected to the corresponding first and second diagonal members on both sides by high-strength bolts.

8. The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure according to claim 1, characterized in that, The asynchronous starting double-yield bending-shear parallel metal damper includes a support-side connecting node plate, a support-end connecting node plate stiffening rib, a support-end constraint plate, a wall-end connecting node plate, a wall-end constraint plate, a right-angled trapezoidal stiffening rib, a rectangular stiffening rib, a U-shaped bent steel plate, a rectangular shear steel plate, a rigid end block, and a transverse stiffening plate. The specific structure is as follows: The support end connecting node plate has stiffening ribs welded vertically and symmetrically on both sides. Bolt holes are provided on the support end connecting node plate for connection with cold-formed steel supports. The upper ends of the support side connecting node plate and the stiffening ribs of the support end connecting node plate are vertically welded to the middle of the metal damper support end constraint plate. Two U-shaped bent steel plates and a shear damper are installed between the relatively parallel and vertically arranged support end constraint plate and wall end constraint plate. The two U-shaped bent steel plates are symmetrically arranged on the upper and lower sides of the shear damper. The upper U-shaped bent steel plate opens upwards, and the lower U-shaped bent steel plate opens downwards. The opposite face of each U-shaped bent steel plate is in close contact with the corresponding side of the support end constraint plate and the wall end constraint plate, and is connected by high-strength bolts. The shear damper consists of a rectangular shear steel plate, a rigid end block, and a transverse stiffening plate. The transverse stiffening plate is vertically welded to the upper and lower parts of the rectangular shear steel plate. One end of the rectangular shear steel plate and the transverse stiffening plate is connected to the support side constraint plate. Vertical welding is performed on the other end of the rectangular sheared steel plate and the transverse stiffening plate, which are vertically welded to the rigid end block with rounded edges. The wall end constraint plate has a long hole in the middle that corresponds to and matches the shape of the rigid end block, so that the rigid end block is located in the long hole. The wall end connecting node plate is a vertical plate structure with a groove on one side. The wall end connecting node plate is vertically welded to one side of the wall end constraint plate. The groove of the wall end connecting node plate spans the outside of the long hole in the length direction. Rectangular stiffening ribs are welded to the upper and lower ends of the wall end connecting node plate, and the rectangular stiffening ribs are welded perpendicularly to the wall end connecting node plate. At the same time, right-angled trapezoidal stiffening ribs are symmetrically and evenly welded on both sides of the wall end connecting node plate, and the right-angled trapezoidal stiffening ribs are welded perpendicularly to the upper constraint plate. One side of the wall end connecting node plate extends to the joint of the side column of the steel honeycomb core cold-formed steel composite wall. The wall end connecting node plate has bolt holes corresponding to the side column, and high-strength bolts are used to fix the connection through the corresponding bolt holes.

9. The phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure according to claim 8, characterized in that, The width of the elongated hole is greater than the width of the rigid end block to ensure that the sidewalls do not contact when the two undergo relative deformation; the length of the elongated hole is greater than the length of the rigid end block, and a gap is reserved for the horizontal displacement of the rigid end block.

10. A construction method for a phased energy-dissipating support system-cold-formed steel frame-honeycomb core shear wall structure as described in any one of claims 1 to 9, characterized in that, Includes the following steps: S1. The prefabrication and welding of each component of the cold-formed steel frame, each component of the cold-formed steel composite wall with steel honeycomb core, each component of the asynchronous start-up double-stage yield bending shear parallel metal damper, each node plate and steel filler plate are completed in the factory to complete the production of prefabricated components. S2. Insert the frame beam and wall node connection plate, upper frame node connection plate, column base node connection plate and steel filler plate into the splicing joint of the frame beam and frame column. Pass the high-strength bolts through the reserved bolt holes of each component for preliminary fixation. Adjust the position of the frame beam and frame column to ensure the horizontality of the frame beam and the verticality of the frame column. After the position is accurate, tighten the high-strength bolts to complete the installation of the cold-formed steel frame. S3. Two corrugated steel plates assembled into a steel honeycomb core are connected with self-tapping screws. Side columns are installed at both ends of the steel honeycomb core, and guide rails are installed at the top and bottom of the steel honeycomb core to complete the prefabrication and assembly of the steel honeycomb core cold-formed steel composite wall. The assembled steel honeycomb core cold-formed steel composite wall is placed in the middle of the cold-formed steel frame. The guide rails at the top of the steel honeycomb core cold-formed steel composite wall are connected to the lower flange of the frame beam, the side columns are connected to the upper frame node plate, and the side columns are connected to the wall foot node plate by high-strength bolts to complete the fixed connection between the steel honeycomb core cold-formed steel composite wall and the cold-formed steel frame. S4. Connect the converging ends of the two sets of diagonal braces of the cold-formed steel support to the support end connection node plate of the asynchronous start double-yield bending shear parallel metal damper using high-strength bolts to complete the prefabrication and assembly of the cold-formed steel support and the asynchronous start double-yield bending shear parallel metal damper; place the assembled cold-formed steel support and the asynchronous start double-yield bending shear parallel metal damper into the two sides of the steel honeycomb core cold-formed steel composite wall and between the cold-formed steel frame, respectively. Connect the two separate ends of the cold-formed steel support to the upper frame node connection plate and the column base node connection plate using high-strength bolts, respectively. Connect the wall end connection node plate of the asynchronous start double-yield bending shear parallel metal damper to the middle of the side column of the steel honeycomb core cold-formed steel composite wall using high-strength bolts. S5. The side columns and both sides of the steel honeycomb core cold-formed steel composite wall are connected to the cover panel by self-tapping screws to complete the installation of the phased energy dissipation support system - cold-formed steel frame - honeycomb core shear wall structure.

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