A recoverable steel frame-thin-walled steel plate shear wall lateral resisting system

Abstract

This invention discloses a recoverable steel frame-thin-walled steel plate shear wall lateral force resisting system, belonging to the field of prefabricated steel structures. It includes a modular bottom beam, with replaceable column bases installed at both ends. Energy-dissipating dampers are installed on both sides of the replaceable column bases, and modular steel columns are mounted on the replaceable column bases and the energy-dissipating dampers on both sides. Shear energy-dissipating beam segments are installed at the upper ends of the modular steel columns, and an intermediate beam segment connects the two shear energy-dissipating beam segments. A viscous damping hydraulic rod connects the modular steel column and the intermediate beam segment. Thin-walled steel plates are mounted on the modular bottom beam, the two modular steel columns, and the intermediate beam segment. This invention, combining the force characteristics of prefabricated steel structure lateral force resisting systems, by setting replaceable column bases, installing energy-dissipating dampers on both sides of the replaceable column bases, and installing viscous damping hydraulic rods in the beam-column joint area, enables the structure to have a self-resetting function, reducing the difficulty of replacement and repair, and extending the lifespan of the frame structure.

Description

Technical Field

[0001] This invention belongs to the field of prefabricated steel structures, and specifically relates to a recoverable steel frame-thin-walled steel plate shear wall lateral resisting system. Background Technology

[0002] In recent years, earthquakes have occurred frequently in China, leading to the emergence and emphasis on the concept of "urban resilience." How to achieve rapid structural recovery after an earthquake and reduce loss of life and property has become an urgent problem to be solved. Generally, functionally recoverable structures are mostly based on the principles of self-resetting or earthquake-damaged replacement. Through rational design, the damage to the structure is concentrated in removable and replaceable parts, thereby achieving post-earthquake recovery and extending the lifespan of the building structure. Furthermore, prefabricated steel structure lateral force resisting systems have advantages such as lightweight and high strength, short construction period, high standardization, and labor saving. However, because recoverability and energy dissipation performance are fundamentally contradictory, it is difficult to balance recoverability and energy dissipation capacity based on demand. In the application of multi-story and high-rise lateral force resisting systems, a series of problems still exist, including insufficient frame integrity, seismic energy dissipation capacity, lateral stiffness, node connection performance, and resistance to progressive collapse.

[0003] The lateral stiffness, shear capacity, and seismic energy dissipation capacity of the lateral force resisting system in high-rise prefabricated steel structures largely originate from the skin effect formed by the bolted connection of the composite load-bearing wall panels and steel frame. However, under external loads and strong earthquakes, this lateral force resisting system can experience shear failure of the pull-out bolts and buckling of the wall-side columns due to excessive horizontal inter-story displacement. It can also lead to warping failure of the shear plates and combined tensile-compression failure along the diagonal line, resulting in a loss of load-bearing capacity. Therefore, it is necessary to rationally optimize the structural characteristics and stress properties of traditional prefabricated lateral force resisting systems to ensure construction convenience and operability while meeting the requirements of recoverability and energy dissipation capacity, in order to adapt to the recent trend of multi-story prefabricated steel structures moving towards resilient disaster prevention.

[0004] Chinese patent application CN202010319905.0 discloses an open-type cold-formed thin-walled steel frame-double-layer thin steel plate shear wall system, including cold-formed thin-walled steel columns, thin-walled steel beams, and thin steel plates. One side of the cold-formed thin-walled steel column is broken to form a fracture, and extensions perpendicular to the fracture are formed at both ends of the fracture. Two cold-formed thin-walled steel columns are arranged at intervals and connected to both sides of the frame. This invention provides higher lateral stiffness to the structure by setting up double-layer steel plate shear walls, while consuming more seismic energy, effectively ensuring the safety of the structure. However, this lateral force resisting structure system does not have other effective energy dissipation devices besides the thin-walled steel plates, and its restorative function is limited. In addition, after buckling, the tensile field generated by the unstiffened thin-walled steel plate shear wall will cause a large additional bending moment on the columns, thus affecting the overall stability of the structure.

[0005] Chinese patent application CN202310326329.6 proposes a steel frame-cold-formed thin-walled steel shear wall. This lateral force resisting system is formed by embedding cold-formed thin-walled steel keels into the steel frame, which is a novel steel frame-shear wall structure. The overall stiffness of the wall is improved by the keel node reinforcement device, which enables the two to work together better. It can effectively improve the wall's ductility, ultimate deformation capacity and energy dissipation capacity, while delaying stiffness degradation and reducing the load-bearing capacity loss after the peak point. However, the steel plate shear wall in this structure has too many limiting constraints and poor matching with the steel frame. This may cause the frame to fail before the wall, thus failing to achieve the effect of tough disaster prevention. Summary of the Invention

[0006] The purpose of this invention is to provide a recoverable steel frame-thin-walled steel plate shear wall lateral force resisting system. Combining the force characteristics of prefabricated steel structure lateral force resisting system, by setting replaceable column bases and energy-dissipating dampers on both sides of the replaceable column bases, and setting viscous damping hydraulic rods in the beam-column joint area, the structure has a self-resetting function, reducing the difficulty of its replacement and repair, and extending the life cycle of the frame structure.

[0007] To achieve the objective of this invention, the technical solution adopted is as follows: a recoverable steel frame-thin-walled steel plate shear wall lateral resisting system, comprising a modular bottom beam, with replaceable column bases installed at both ends of the modular bottom beam, energy dissipation dampers installed on both sides of the replaceable column bases, and modular steel columns jointly installed on the replaceable column bases and the energy dissipation dampers located on both sides; a shear energy dissipation beam segment is installed at the upper end of the modular steel column, an intermediate beam segment connects the two shear energy dissipation beam segments, and a viscous damping hydraulic rod connects the modular steel column and the intermediate beam segment; thin-walled steel plates are jointly installed on the modular bottom beam, the two modular steel columns, and the intermediate beam segment.

[0008] Furthermore, the replaceable column base includes a column base plate and a column base body, the column base body and the column base plate are an integral structure, and the column base body and the column base plate are arranged perpendicularly, with energy dissipation dampers located on both sides of the column base body.

[0009] Furthermore, the energy-dissipating damper, the column base plate, and the module bottom beam are all fixed together.

[0010] Furthermore, the energy-dissipating damper includes two horizontal plates and two lateral support plates, which together form a frame structure, and an elastic element is installed between the two horizontal plates.

[0011] Furthermore, the modular steel column includes a steel column body and a steel column base plate. The steel column base plate is located at the lower end of the steel column body and is fixed to the energy-dissipating damper. The steel column base plate also has an energy-dissipating splicing plate, and the energy-dissipating splicing plate is fixed to the replaceable column base.

[0012] Furthermore, a friction energy-dissipating plate is also installed between the energy-dissipating splicing plate and the replaceable column base.

[0013] Furthermore, the shear energy dissipation beam segment is fixed to the intermediate beam segment by a web splicing plate.

[0014] Furthermore, the upper end of the modular steel column and the replaceable column base are both anchored with tensioned prestressed tie rods.

[0015] Furthermore, adapters are installed on both the intermediate beam segment and the modular steel column, and the two ends of the viscous damping hydraulic rod are rotatably mounted on the two adapters respectively.

[0016] Furthermore, the inner sides of the intermediate beam segment, the two modular steel columns, and the module bottom beam are all equipped with slots, and the thin-walled steel plate is fixed in the slots on all four sides.

[0017] Furthermore, the thin-walled steel plate has multiple vertical slits.

[0018] The beneficial effects of this invention are:

[0019] 1. The anti-lateral system provided by this invention not only realizes the controllable swaying and reset of the frame system under strong earthquake and the replacement of seismic damage, but also effectively controls the cumulative damage and residual deformation of the structure. By reasonably configuring the node connection form and energy dissipation and damping device, it provides the overall frame with stable seismic energy dissipation capacity and self-reset function.

[0020] 2. By employing thin-walled steel plates with low yield points and vertical slots, the torsional deformation and "breathing" effect of the thin-walled steel plates provide excellent energy dissipation capacity for the frame system under a certain degree of seismic loading. Simultaneously, the low yield point of the steel plates ensures that the post-buckling strength of the walls is significantly higher than the buckling load. Furthermore, the slotting treatment on the thin-walled steel plates slightly reduces their lateral stiffness, effectively preventing unnecessary seismic damage and avoiding adverse effects on the steel columns caused by the additional bending moment generated at the joints under a certain degree of horizontal load. This ensures that the lateral force-resisting structure as a whole possesses sufficient energy dissipation capacity, ductility, and in-plane and out-of-plane stiffness.

[0021] 3. The lateral resisting system has good integrity, a clear load transfer path, and is reversible. The node connections are reliable, and the mechanical properties are easy to guarantee. At the same time, the lateral resisting system adopts full assembly, and most components can be pre-produced in the factory in a standardized manner. Only simple bolt insertion work is required on site, which makes the construction speed extremely fast. It avoids complex welding, concrete formwork and pouring, maintenance and other complicated processes, effectively reducing the installation difficulty and shortening the construction cycle. Moreover, the components can be replaced or recycled after damage or removal. It is green, environmentally friendly and has great engineering application value. Attached Figure Description

[0022] The accompanying drawings illustrate exemplary embodiments of the invention and, together with the description thereof, serve to explain the principles of the invention. These drawings are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification.

[0023] Figure 1 This is a structural diagram of the recoverable steel frame-thin-walled steel plate shear wall lateral resistance system provided by the present invention;

[0024] Figure 2 This is a structural schematic diagram of a replaceable column base;

[0025] Figure 3 This is a schematic diagram of the energy dissipation damper.

[0026] Figure 4 This is a schematic diagram showing the connection between the modular steel column, the shear energy dissipation beam segment, and the intermediate beam segment;

[0027] Figure 5 This is a structural schematic diagram of a shear energy dissipation beam segment;

[0028] Figure 6 This is a schematic diagram of the structure of a viscous damping hydraulic rod;

[0029] Figure 7 This is a structural schematic diagram of the middle beam segment;

[0030] Figure 8 This is a structural schematic diagram of a thin-walled steel plate.

[0031] The attached diagram shows the markings and corresponding component names:

[0032] 1-Module bottom beam;

[0033] 2- Replaceable column base;

[0034] 201-Column base plate; 202-Column body; 203-Shear plate; 204-Friction energy dissipation plate; 205-Prestressed tie rod

[0035] 3-Modular steel columns;

[0036] 301 - Steel column base plate; 302 - Energy-dissipating splicing plate; 303 - Steel column body; 304 - Adapter;

[0037] 4-Energy dissipating damper;

[0038] 401 - Elastic element; 402 - Horizontal plate; 403 - Lateral support plate;

[0039] 5-Shear energy dissipation beam segment;

[0040] 501 - Web plate splicing plate; 502 - Rotatable pin;

[0041] 6-Viscous damping hydraulic rod;

[0042] 601-Guide rod; 602-Hydraulic lever; 603-Mounting end; 604-Airtight plug;

[0043] 7-Intermediate beam segment;

[0044] 8-Card slot;

[0045] 9-Thin-walled steel plate;

[0046] 901 - Vertical seam. Detailed Implementation

[0047] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for illustrative purposes only and are not intended to limit the scope of the invention. Furthermore, it should be noted that, for ease of description, only the parts relevant to the present invention are shown in the accompanying drawings.

[0048] It should be noted that, unless otherwise specified, the embodiments and features described in this invention can be combined with each other. The invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0049] like Figure 1 As shown, the present invention provides a recoverable steel frame-thin-walled steel plate shear wall lateral resisting system, including a modular bottom beam 1. The modular bottom beam 1 can be an I-beam with end plates at both ends or a channel steel with end plates at both ends. Of course, the modular bottom beam 1 can also be other types of steel with end plates at both ends. In order to ensure the structural strength of the modular bottom beam 1, reinforcing ribs are welded evenly at intervals on the steel on the modular bottom beam 1.

[0050] Replaceable column bases 2 are installed at both ends of the modular bottom beam 1. The replaceable column bases 2 are arranged vertically on the modular bottom beam 1, and energy-dissipating dampers 4 are installed on both sides of the replaceable column bases 2. The two energy-dissipating dampers 4 are stacked around the central axis of the replaceable column bases 2, and the two energy-dissipating dampers 4 and the replaceable column bases 2 are fixed to the modular bottom beam 1 together. Modular steel columns 3 are installed on the replaceable column bases 2 and the energy-dissipating dampers 4 on both sides. The central axis of the modular steel columns 3 is on the same straight line as the central axis of the replaceable column bases 2, and the two modular steel columns 3 are arranged in parallel. A shear energy-dissipating beam segment 5 is also fixedly installed at the upper end of the modular steel columns 3. An intermediate beam segment 7 is fixedly connected between the shear energy-dissipating beam segments 5 located at the upper ends of the two modular steel columns 3. The intermediate beam segment 7 is parallel to the modular bottom beam 1.

[0051] In this invention, the modular bottom beam 1, two replaceable column bases 2, two modular steel columns 3, two shear energy dissipation beam segments 5, and the intermediate beam segment 7 together form a rectangular frame structure. A viscous damping hydraulic rod 6 connects the modular steel columns 3 and the intermediate beam segment 7, and the viscous damping hydraulic rod 6 is parallel to the intermediate beam segment 7. By setting viscous damping hydraulic rods 6 and energy dissipation dampers 4 at the nodes of the frame structure, the connection nodes between the replaceable column bases 2 and the modular steel columns 3, and between the shear energy dissipation beam segments 5 and the intermediate beam segment 7, all possess a certain initial rotational stiffness. This effectively controls the cumulative damage and residual deformation of the structure, achieving functional recovery. When lifting occurs or a small rotation occurs in the beam-column joint area, a self-resetting moment is immediately generated, providing additional stiffness to the overall frame structure. Furthermore, under this lateral resistance structural system, the thin-walled steel plate 9 ensures that it enters the elastoplastic stage before the frame structure to dissipate energy, and through its "breathing effect," it works with the overall frame to resist horizontal loads.

[0052] In this invention, such as Figure 2 As shown, the replaceable column base 2 includes a column base plate 201 and a column base body 202. The column base body 202 and the column base plate 201 are integral structures, and the column base plate 201 is attached to the module bottom beam 1. The column base body 202 and the column base plate 201 are arranged perpendicularly. The column base body 202 is made of H-beam, and two energy-dissipating dampers 4 are located on the outer sides of the two flanges of the column base body 202. By installing energy-dissipating dampers 4 on both sides of the replaceable column base 2, when the replaceable column base 2 is lifted by a planar bending moment, a self-resetting moment can be generated to counteract the deformation and achieve energy dissipation.

[0053] In this invention, such as Figure 3 As shown, the energy-dissipating damper 4 includes two horizontal plates 402 and two lateral support plates 403. The two lateral support plates 403 are arranged at intervals and are parallel to the flanges of the column base body 202. The two horizontal plates 402 are connected to the ends of the two lateral support plates 403 respectively, so that the two lateral support plates 403 and the two horizontal plates 402 together form a rectangular frame. When the energy-dissipating damper 4 is installed, the horizontal plate 402 away from the modular steel column 3 is in contact with the column base bottom plate 201. At the same time, an elastic element 401 is also connected between the two horizontal plates 402. The length direction of the elastic element 401 is consistent with the height direction of the column base body 202.

[0054] To facilitate the assembly and installation of the energy-dissipating damper 4 and the replaceable column base 2, in this invention, both ends of the lateral support plate 403 have an outwardly folded flange. The horizontal plate 402 is installed on the flange at the same end of the two lateral support plates 403. The lower flange of the lateral support plate 403, the horizontal plate 402 away from the modular steel column 3, and the column base plate 201 are all fixed to the modular bottom beam 1 with bolts. This allows the bolts to simultaneously fix the energy-dissipating damper 4, the replaceable column base 2, and the modular bottom beam 1, eliminating the need for additional connectors between the lateral support plate 403 in the energy-dissipating damper 4 and the horizontal plate 402 away from the modular steel column 3.

[0055] In this invention, to prevent the two ends of the elastic element 401 from detaching directly from the two horizontal plates 402, an extended positioning pin can be provided on the two inner sides of the horizontal plate 402, so that the end of the elastic element 401 is fitted onto the positioning pin during installation. By restricting the positioning pin, the elastic element 401, even if it expands or contracts under external force after installation, will not detach from the horizontal plate 402.

[0056] In this invention, such as Figure 2 As shown, the modular steel column 3 includes a steel column body 303 and a steel column base plate 301. The steel column base plate 301 and the steel column body 303 are an integral structure, and the steel column body 303 is an H-beam. During installation, the steel column base plate 301 is attached to the horizontal plate 402 of the energy dissipation damper 4, which is away from the module bottom beam 1. At this time, the steel column base plate 301, the horizontal plate 402 of the energy dissipation damper 4, which is away from the module bottom beam 1, and the flange at the upper end of the lateral support plate 403 are all fixed together with bolts, realizing the connection between the energy dissipation damper 4 and the modular steel column 3. This eliminates the need for additional connectors between the lateral support plate 403 of the energy dissipation damper 4 and the horizontal plate 402 of the energy dissipation damper 4, which is away from the module bottom beam 1.

[0057] To ensure the connection between the modular steel column 3 and the replaceable column base 2, the lower surface of the steel column base plate 301 also has two energy-dissipating splicing plates 302 arranged at intervals. When the modular steel column is installed, the web of the column base body 202 is inserted between the two energy-dissipating splicing plates 302, and bolts are used to fix the web of the column base body 202 and the two energy-dissipating splicing plates 302 together. During the fixing process of the web of the column base body 202 and the two energy-dissipating splicing plates 302, it is necessary to ensure that both have a certain initial rotational stiffness so that frictional energy dissipation can be achieved when the energy-dissipating splicing plates 302 and the column base body 202 move relative to each other.

[0058] When the web of the column base body 202 and the energy dissipation splice plate 302 move together to dissipate energy through friction, the replaceable column base 2 can be used as an energy dissipation component. This can concentrate plastic damage during the earthquake, and by replacing the damaged module steel column 3 and the replaceable column base 2 after the earthquake, the energy dissipation mechanism and the recoverable function can be realized.

[0059] In this invention, a friction energy-dissipating plate 204 is further provided between the energy-dissipating splicing plate 302 and the web plate of the column base body 202. The friction energy-dissipating plate 204 can be a rubber pad, and it is pressed tightly against the web plate of the energy-dissipating splicing plate 302 and the web plate of the column base body 202. To facilitate the connection between the energy-dissipating splicing plate 302 and the web plate of the column base body 202, the friction energy-dissipating plate 204 also has through holes for bolts to pass through. By providing the friction energy-dissipating plate 204, the energy-dissipating splicing plate 302 and the web plate of the column base body 202 have a certain initial rotational stiffness when they are fixed by bolt connection.

[0060] In this invention, such as Figure 4 , Figure 5 As shown, the shear energy dissipation beam segment 5 is composed of H-beams and end plates, which are an integral structure. The end plate is attached to the flange of the steel column body 303 and fixed to the steel column body 303 with bolts. Meanwhile, the intermediate beam segment 7 is also made of H-beams. The web of the intermediate beam segment 7 and the web of the shear energy dissipation beam segment 5 are both attached with a web splice plate 501. One end of the web splice plate 501 is fixed to the web of the intermediate beam segment 7 with bolts, and the other end of the web splice plate 501 is fixed to the web of the shear energy dissipation beam segment 5 with a rotatable pin 502. The end of the web splice plate 501 connected to the shear energy dissipation beam segment 5 is semi-circular, and the end of the web splice plate 501 connected to the intermediate beam segment 7 is rectangular, so that the shear energy dissipation beam segment 5 and the intermediate beam segment 7 form a mechanical hinge point.

[0061] In this invention, there are two web splicing plates 501 connecting the shear energy dissipation beam segment 5 and the intermediate beam segment 7, and the two web splicing plates 501 are located on both sides of the web of the intermediate beam segment 7, so that when the shear energy dissipation beam segment 5 and the intermediate beam segment 7 are connected, the two webs are respectively attached to both sides of the web of the intermediate beam segment 7 and both sides of the web of the shear energy dissipation beam segment 5.

[0062] In this invention, such as Figure 1 , Figure 2 , Figure 4As shown, at least one shear plate 203 is installed on both the end of the steel column body 303 away from the replaceable column base 2 and the column base body 202. The shear plate 203 on the steel column body 303 is fixed to the web of the steel column body 303, and its two sides are respectively fixed to the two flanges of the steel column body 303. At the same time, the shear plate 203 on the column base body 202 is fixed to the web of the column base body 202, and its two sides are respectively fixed to the two flanges of the column base body 202. A prestressed tie rod 205, which has been tensioned, is anchored together on the shear plate 203 on the steel column body 303 and the shear plate 203 on the column base body 202. There can be one or more prestressed tie rods 205. Since the steel column body 303 has a steel column base plate 301 at one end near the replaceable column base 2, a through hole needs to be opened on the steel column base plate 301 for the prestressed tie rod 205 to pass through, so as to ensure the anchorage of the prestressed tie rod 205.

[0063] In this invention, to facilitate the installation of the viscous damping hydraulic rod 6, adapters 304 are installed on both the steel column body 303 and the intermediate beam segment 7. The adapter 304 on the intermediate beam segment 7 is an integral structure with the intermediate beam segment 7, and the adapter 304 on the steel column body 303 is an integral structure with the steel column body 303. One end of the viscous damping hydraulic rod is hinged to the adapter 304 on the intermediate beam segment 7, and the other end of the viscous damping hydraulic rod is hinged to the adapter 304 on the steel column body 303. After installation, the central axis of the viscous damping hydraulic rod is parallel to the central axis of the intermediate beam segment 7.

[0064] In this invention, such as Figure 6 As shown, the viscous damping hydraulic rod 6 includes a guide rod 601 and a hydraulic cylinder. One end of the guide rod 601 extends into the hydraulic cylinder, and the other end extends outward through the hydraulic cylinder. The end of the guide rod 601 within the hydraulic cylinder has a piston capable of reciprocating within the cylinder. That is, the structure formed by the guide rod 601 and the hydraulic cylinder is the same as that of existing hydraulic telescopic rods. Simultaneously, both the end of the guide rod 601 extending into the hydraulic cylinder and the hydraulic cylinder have mounting ends 603. These two mounting ends 603 are hinged to the adapter 304 on the steel column body 303 and the adapter 304 on the intermediate beam segment 7, respectively. When subjected to in-plane bending moments of the frame structure, the shear energy dissipation beam segment 5 and the intermediate beam segment 7 are effectively utilized to open and close, causing the viscous damping hydraulic rod 6 to undergo a combined tension and compression action, resulting in a restoring force within the hydraulic cylinder to achieve node self-reset. In this invention, in order to prevent hydraulic oil in the hydraulic cylinder from leaking from the gap between the guide rod 601 and the hydraulic cylinder during the extension and retraction of the guide rod 601, the hydraulic cylinder is also provided with an airtight plug 604 that slides and seals with the guide rod 601.

[0065] In this invention, such as Figure 1, Figure 7 As shown, to facilitate the installation of the thin-walled steel plate 9, the inner sides of the intermediate beam segment 7, the two modular steel columns 3, and the modular bottom beam 1 are all equipped with slots 8, and the thin-walled steel plate 9 is fixed after being inserted into the slots 8 on all four sides. In order to avoid the slots 8 affecting the structural strength of the intermediate beam segment 7, the two modular steel columns 3, and the modular bottom beam 1, two spaced lugs can be set on the inner sides of the intermediate beam segment 7, the two modular steel columns 3, and the modular bottom beam 1. The distance between the two lugs is adapted to the thickness of the thin-walled steel plate 9. That is, the distance between the two lugs constitutes the slot 8. After the thin-walled steel plate 9 is inserted into the slot 8, it can be fixed by tightening bolts.

[0066] In this invention, such as Figure 8 As shown, the thin-walled steel plate 9 is made of steel with a low yield point, and multiple vertical slots 901 are provided on the thin-walled steel plate 9. Meanwhile, since viscous damping hydraulic rods 6 and energy-dissipating dampers 4 are respectively installed at the nodes of the frame structure, the thin-walled steel plate 9 has notches to avoid the viscous damping hydraulic rods 6 and energy-dissipating dampers 4. This design ensures that the shear buckling load is used as the ultimate bearing capacity, allowing the energy to dissipate before the frame structure enters the elasto-plastic state, while reducing the influence of the tensile field on the columns.

[0067] It should be noted that, except for the bolts used to connect the web of the shear energy dissipation beam segment 5 and the web splice plate 501, which are friction-type high-strength bolts, all other bolts used for connection in this invention are ordinary high-strength bolts.

[0068] The lateral resistance system provided by this invention, under horizontal seismic action, the overall frame structure generates a self-resetting moment through the energy-dissipating dampers 4 on both sides of the replaceable column base 2 and the prestressed tie rod 205. When a slight rotation occurs at the hinge joint between the shear energy-dissipating beam segment 5 and the intermediate beam segment 7, it can induce the viscous damping hydraulic rod 6 to generate tension and compression, thereby forming a restoring force and providing additional stiffness to the overall structure. In addition, under a certain degree of planar rotational bending moment, the thin-walled steel plate 9 enters the elastoplastic stage before the frame structure, and through the torsional deformation and "breathing effect" between two adjacent vertical seams 901 on the thin-walled steel plate 9, it works together with the overall frame to resist horizontal loads and energy dissipation.

[0069] Meanwhile, through the combined action of the energy-dissipating splice plate 302, the energy-dissipating damper 4 and the prestressed tie rod 205, under a certain degree of rotational bending moment, a restoring force can be immediately formed when the replaceable column base 2 and the modular steel column 3 are lifted, further improving the energy dissipation capacity and seismic redundancy of the replaceable column base 2 and the modular steel column 3.

[0070] Under this beam-column joint system, the opening and closing of the gap between the shear energy dissipation beam segment 5 and the intermediate beam segment 7 can be effectively utilized to cause the viscous damping hydraulic rod 6 to undergo a combination of tension and compression, which promotes the formation of restoring force inside the hydraulic cylinder. This concentrates the damage mainly at the replaceable energy dissipation damper 4 and the viscous damping hydraulic rod 6, thereby dissipating the seismic energy input to the main structure and ensuring that the main structure always remains in an elastic state.

[0071] The lateral resistance system uses thin-walled steel plates 9 with low yield points, which can ensure that buckling does not precede yielding and that shear buckling load is used as the ultimate bearing capacity. At the same time, it avoids the adverse effects of additional bending moments caused by the tensile field at the connection of the thin-walled steel plates 9 on the columns. In addition, by opening vertical slots 901 in the thin-walled steel plates 9 and notches on the thin-walled steel plates 9 to avoid the installation of energy dissipation dampers 4 and viscous damping hydraulic rods 6, the thin-walled steel plates 9 can be fixed on site simply by embedding them into the corresponding slots 8 and finally screwing in the bolts.

[0072] The anti-lateral system provided by this invention relies on the torsion of the thin-walled steel plate 9 and the energy dissipation dampers 4 and viscous damping hydraulic rods 6 in the nodal areas, combined with the deformation of the overall frame, to jointly resist horizontal loads and dissipate the energy input to the main structure. At the same time, the vertical seams 901 on the thin-walled steel plate 9 effectively block the formation of tension bands, preventing the modular steel columns 3 from buckling due to additional bending moments, thus satisfying the design principle of "strong frame, weak wall panel". In addition, the structural system uses replaceable energy dissipation dampers 4 and viscous damping hydraulic rods 6 in the nodal areas, minimizing seismic damage and ensuring the recoverability of the structure.

[0073] Those skilled in the art should understand that the above embodiments are merely for illustrating the present invention and are not intended to limit the scope of the invention. Those skilled in the art can make other changes or modifications based on the above disclosure, and these changes or modifications still fall within the scope of the present invention.

Claims

1. A recoverable steel frame-thin-walled steel plate shear wall lateral resisting system, characterized in that, The system includes a modular bottom beam (1), with replaceable column bases (2) installed at both ends of the modular bottom beam (1). Energy-dissipating dampers (4) are installed on both sides of the replaceable column bases (2), and modular steel columns (3) are installed on both the replaceable column bases (2) and the energy-dissipating dampers (4) on both sides. A shear energy-dissipating beam segment (5) is installed at the upper end of the modular steel column (3), and an intermediate beam segment (7) is connected between the two shear energy-dissipating beam segments (5). A viscous damping hydraulic rod (6) is connected between the modular steel column (3) and the intermediate beam segment (7). A thin-walled steel plate (9) is installed on the modular bottom beam (1), the two modular steel columns (3), and the intermediate beam segment (7). The thin-walled steel plate (9) has multiple vertical slits (901). The replaceable column base (2) includes a column base plate (201) and a column base body (202). The column base body (202) and the column base plate (201) are an integral structure, and the column base body (202) and the column base plate (201) are arranged vertically. The energy dissipation damper (4) is located on both sides of the column base body (202). The energy dissipation damper (4), the column base plate (201) and the module bottom beam (1) are fixed together. The energy dissipation damper (4) includes two horizontal plates (402) and two lateral support plates (403). The two horizontal plates (402) and the two lateral support plates (403) together form a frame structure, and an elastic element (401) is also installed between the two horizontal plates (402).

2. The recoverable steel frame-thin-walled steel plate shear wall lateral resisting system according to claim 1, characterized in that, The modular steel column (3) includes a steel column body (303) and a steel column base plate (301). The steel column base plate (301) is located at the lower end of the steel column body (303) and is fixed to the energy-dissipating damper (4). The steel column base plate (301) also has an energy-dissipating splicing plate (302) and is fixed to the replaceable column base (2).

3. The recoverable steel frame-thin-walled steel plate shear wall lateral resisting system according to claim 2, characterized in that, A friction energy dissipation plate (204) is also installed between the energy dissipation splicing plate (302) and the replaceable column base (2).

4. The recoverable steel frame-thin-walled steel plate shear wall lateral resisting system according to claim 1, characterized in that, The shear energy dissipation beam segment (5) is fixed to the intermediate beam segment (7) by a web splicing plate (501).

5. The recoverable steel frame-thin-walled steel plate shear wall lateral resisting system according to claim 1, characterized in that, The upper end of the modular steel column (3) and the replaceable column base (2) are jointly anchored with a tensioned prestressed tie rod (205).

6. The recoverable steel frame-thin-walled steel plate shear wall lateral resisting system according to claim 1, characterized in that, Both the intermediate beam segment (7) and the modular steel column (3) are equipped with adapters (304), and the two ends of the viscous damping hydraulic rod (6) are rotatably mounted on the two adapters (304).

7. The recoverable steel frame-thin-walled steel plate shear wall lateral resisting system according to claim 1, characterized in that, The inner sides of the intermediate beam segment (7), the two modular steel columns (3), and the module bottom beam (1) all have slots (8), and the thin-walled steel plate (9) is fixed after being secured in the slots (8) on all four sides.

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