Recoverable steel frame-thin-wall steel plate shear wall lateral resistance system

Abstract

The invention discloses a recoverable steel frame-thin-wall steel plate shear wall anti-lateral system, which belongs to the field of assembled steel structures and comprises a module bottom beam, replaceable column bases are mounted at two ends of the module bottom beam, and energy consumption dampers are mounted on two sides of each replaceable column base. Module steel columns are jointly mounted on the replaceable column bases and the energy consumption dampers located on the two sides; shear energy dissipation beam sections are installed at the upper ends of the module steel columns, a middle beam section is connected between the two shear energy dissipation beam sections, and viscous damping hydraulic rods are connected between the module steel columns and the middle beam section. The module bottom beam, the two module steel columns and the middle beam section are jointly provided with a thin-wall steel plate. In combination with the stress characteristics of a lateral force resisting system of the fabricated steel structure, the replaceable column base is arranged, the energy consumption dampers are arranged on the two sides of the replaceable column base, and the viscous damping hydraulic rods are arranged in a beam-column joint area, so that the structure has a self-resetting function, the replacement and repair difficulty of the structure is reduced, and the life cycle of the frame structure is prolonged.

Description

Technical Field

[0001] The present invention belongs to the field of assembled steel structures, and in particular, relates to a recoverable steel frame-thin-wall steel plate shear wall lateral resistance system. Background Art

[0002] In recent years, earthquakes have occurred frequently in China, and the concept of "urban resilience" has been proposed and valued. How to achieve rapid recovery of post-earthquake structures and reduce loss of life and property has become an urgent problem to be solved. Generally speaking, functionally recoverable structures are mostly based on the principle of self-reset or earthquake damage replacement. Through reasonable design, the damage to the structure is concentrated on the removable and replaceable parts, thereby achieving post-earthquake recovery and improving the life cycle of the building structure; on the other hand, the prefabricated steel structure lateral force resistance system has the characteristics of light weight, high strength, short construction period, high degree of standardization and labor saving; but because the recoverability and energy consumption performance are fundamentally contradictory, it is difficult to balance the recoverable function and energy consumption capacity from the demand. In the application of multi-story lateral force resistance systems, there are still a series of problems such as insufficient frame integrity, earthquake energy consumption capacity, lateral displacement stiffness, node connection performance and progressive collapse resistance.

[0003] The lateral stiffness, shear bearing capacity and seismic energy dissipation capacity of the lateral resistance system of high-rise prefabricated steel structures are mostly derived from the skin effect formed by bolting the sheathing panels and steel skeletons in the composite load-bearing wall. However, under external loads and strong earthquakes, the lateral resistance system will fail due to shear failure of the pull-out bolts and buckling of the wall columns due to excessive horizontal interlayer displacement. It will also cause the shear steel plates to be warped and the combined tension and compression failure along the diagonal line, thus losing the bearing capacity. Therefore, it is necessary to optimize the structural characteristics and stress characteristics of the traditional prefabricated lateral resistance system reasonably, so as to meet the requirements of recoverability and energy dissipation while ensuring the convenience and operability of construction, so as to adapt to the development trend of multi-story prefabricated steel structures gradually towards toughness and disaster prevention in recent years.

[0004] Chinese patent application number CN202010319905.0 discloses an open 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 both ends of the fracture are respectively formed with extensions perpendicular to the side; two cold-formed thin-walled steel columns are arranged at intervals and connected to both sides of the frame. The invention provides a higher lateral stiffness for the structure by setting a double-layer steel plate shear wall, while consuming more seismic energy, effectively ensuring the safety of the structure; however, the lateral force resisting structural system does not have other effective energy dissipation devices except the thin-walled steel plate, and the recoverable function is limited. In addition, after the non-stiffened thin-walled steel plate shear wall buckles, the tensile field generated will cause a large additional bending moment to the column, thereby affecting the overall stability of the structure.

[0005] Chinese patent application number CN202310326329.6 proposes a steel frame-cold-bent thin-walled steel shear wall. The lateral force resistance system is formed by embedding the cold-bent thin-walled steel keel into the steel frame. It is a new type of steel frame-shear wall structure. The overall stiffness of the wall is improved by the keel node reinforcement device, so that the two can work together better, which can effectively improve the ductility, ultimate deformation capacity and energy consumption capacity of the wall, while delaying the stiffness degradation and reducing the bearing capacity loss after the peak point; however, the structural steel plate shear wall has too many limit constraints and poor matching with the steel frame, which may cause the frame to be destroyed before the wall and fail to achieve the effect of toughness disaster prevention. Summary of the invention

[0006] The purpose of the present invention is to provide a restorable steel frame-thin-wall steel plate shear wall lateral resistance system, which combines the stress characteristics of the prefabricated steel structure lateral resistance system, and provides replaceable column seats, energy-absorbing dampers on both sides of the replaceable column seats, and viscous damping hydraulic rods in the beam-column node area, so that the structure has a self-resetting function, reduces the difficulty of replacement and repair, and extends the life cycle of the frame structure.

[0007] To achieve the purpose of the present invention, the technical solution adopted is: a restorable steel frame-thin-wall steel plate shear wall lateral resistance system, including a module bottom beam, both ends of the module bottom beam are equipped with replaceable column seats, both sides of the replaceable column seats are equipped with energy-absorbing dampers, and the replaceable column seats and the energy-absorbing dampers on both sides are equipped with module steel columns; the upper end of the module steel column is equipped with a shear energy-absorbing beam section, an intermediate beam section is connected between the two shear energy-absorbing beam sections, and a viscous damping hydraulic rod is connected between the module steel column and the intermediate beam section; the module bottom beam, the two module steel columns, and the intermediate beam section are equipped with thin-walled steel plates.

[0008] Furthermore, the replaceable column seat includes a column seat bottom plate and a column seat body, the column seat body and the column seat body are an integrated structure, and the column seat body and the column seat bottom plate are arranged vertically, and the energy dissipation damper is located on both sides of the column seat body.

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

[0010] Furthermore, the energy dissipation damper includes two horizontal plates and two lateral support plates, the two horizontal plates and the two lateral support plates together form a frame structure, and an elastic element is also 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 the steel column base plate is fixed to the energy-absorbing damper; the steel column base plate also has an energy-absorbing splicing plate, and the energy-absorbing splicing plate is fixed to the replaceable column seat.

[0012] Furthermore, a friction energy absorbing plate is installed between the energy absorbing splicing plate and the replaceable column seat.

[0013] Furthermore, the shear energy absorption beam section is fixed to the middle beam section through a web splicing plate.

[0014] Furthermore, a tensioned prestressed tie rod is anchored jointly on the upper end of the module steel column and the replaceable column seat.

[0015] Furthermore, adapters are installed on the middle beam section and the module steel column, and both ends of the viscous damping hydraulic rod are rotatably installed on the two adapters respectively.

[0016] Furthermore, the inner sides of the middle beam section, the two module steel columns and the module bottom beam are all provided with slots, and the four sides of the thin-walled steel plate are all fixed after being clamped in the slots.

[0017] Furthermore, the thin-walled steel plate has a plurality of vertical seams.

[0018] The beneficial effects of the present invention are:

[0019] 1. The lateral resistance system provided by the present invention not only realizes the controllable swaying reset and the replacement of the damage caused by the earthquake under the action of a strong earthquake, but also effectively controls the cumulative damage and residual deformation of the structure. By rationally configuring the node connection form and the energy dissipation and shock absorbing device, the overall frame is provided with a stable earthquake resistance and energy dissipation capacity and a self-reset function.

[0020] 2. By using thin-walled steel plates with low yield points and opening vertical seams on the thin-walled steel plates, under a certain degree of earthquake action, the torsional deformation and "breathing" of the thin-walled steel plates provide good energy dissipation capacity for the frame system. At the same time, the steel plates with low yield points can ensure that the post-buckling strength of the wall is much higher than the buckling load. In addition, by opening seams on the thin-walled steel plates to slightly reduce their lateral stiffness, unnecessary earthquake damage and the additional bending moment caused by the tensile field generated at the connection under a certain degree of horizontal load can be effectively avoided, which will have a negative impact on the steel column body, so that the overall lateral force-resistant structure has sufficient energy dissipation capacity, ductility performance, and in-plane and out-of-plane stiffness.

[0021] 3. The lateral resistance system has good integrity, clear load transfer path, restorable function, reliable node connection, and easy to guarantee mechanical properties. At the same time, the lateral resistance system adopts full assembly, most components can be standardized and produced in advance in the factory, and only simple bolt insertion work is required on site. The construction speed is extremely fast, avoiding complex processes such as complex welding, concrete formwork pouring, and maintenance, effectively reducing the difficulty of installation and shortening the construction period. The components can be replaced or recycled after damage or removal. It is green, environmentally friendly and has great engineering application value. BRIEF DESCRIPTION OF THE DRAWINGS

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

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

[0024] Figure 2 It is a schematic diagram of the structure of a replaceable column base;

[0025] Figure 3 It is a structural schematic diagram of the energy dissipation damper;

[0026] Figure 4 It is a schematic diagram of the connection between the module steel column, the shear energy dissipation beam section, and the middle beam section;

[0027] Figure 5 It is the structural schematic diagram of the shear energy dissipation beam section;

[0028] Figure 6 It is a structural schematic diagram of a viscous damping hydraulic rod;

[0029] Figure 7 It is a structural schematic diagram of the middle beam section;

[0030] Figure 8 It is a schematic diagram of the structure of a thin-walled steel plate.

[0031] Markings and corresponding parts names in the attached drawings:

[0032] 1-module bottom beam;

[0033] 2-Replaceable column base;

[0034] 201-column base plate; 202-column base body; 203-shear plate; 204-friction energy dissipation plate; 205-prestressed tie rod

[0035] 3- Modular steel columns;

[0036] 301-steel column bottom plate; 302-energy dissipation splicing plate; 303-steel column body; 304-adapter;

[0037] 4-Energy dissipation damper;

[0038] 401-elastic element; 402-horizontal plate; 403-lateral support plate;

[0039] 5-shear energy dissipation beam section;

[0040] 501-web 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-middle beam section;

[0044] 8-Card slot;

[0045] 9-Thin-walled steel plate;

[0046] 901-Vertical seam. DETAILED DESCRIPTION

[0047] The present invention is further described in detail below in conjunction with the accompanying drawings and implementation methods. It is understood that the specific implementation methods described herein are only used to explain the relevant content, rather than to limit the present invention. It is also necessary to explain that, for ease of description, only the parts related to the present invention are shown in the accompanying drawings.

[0048] It should be noted that, in the absence of conflict, the embodiments and features of the embodiments of the present invention can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

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

[0050] Both ends of the module bottom beam 1 are installed with replaceable column seats 2, the replaceable column seats 2 are arranged vertically on the module bottom beam 1, and energy-absorbing dampers 4 are installed on both sides of the replaceable column seat 2, the two energy-absorbing dampers 4 are stacked and arranged with the central axis of the replaceable column seat 2, and the two energy-absorbing dampers 4 and the replaceable column seat 2 are fixed to the module bottom beam 1 together; the replaceable column seat 2 and the energy-absorbing dampers 4 on both sides thereof are jointly installed with module steel columns 3, the central axis of the module steel column 3 is in the same straight line with the central axis of the replaceable column seat 2, and the two module steel columns 3 are arranged in parallel; the upper end of the module steel column 3 is also fixedly installed with a shear energy-absorbing beam section 5, and an intermediate beam section 7 is fixedly connected between the shear energy-absorbing beam sections 5 located at the upper ends of the two module steel columns 3, and the intermediate beam section 7 is parallel to the module bottom beam 1.

[0051] In the present invention, the module bottom beam 1, two replaceable column bases 2, two module steel columns 3, two shear energy dissipation beam sections 5, and the middle beam section 7 together form a rectangular frame structure, and a viscous damping hydraulic rod 6 is connected between the module steel column 3 and the middle beam section 7, and the viscous damping hydraulic rod 6 is parallel to the middle beam section 7. In the present invention, by respectively arranging the viscous damping hydraulic rod 6 and the energy dissipation damper 4 at the nodes of the frame structure, the connection nodes of the replaceable column base 2 and the module steel column 3, and the connection nodes of the shear energy dissipation beam section 5 and the middle beam section 7 all have a certain initial rotational stiffness, which can effectively control the cumulative damage and residual deformation of the structure, and realize functional recovery. When lifting occurs or a small rotation occurs in the beam-column node area, a self-resetting torque is immediately formed, providing additional stiffness for the overall frame structure. In addition, under the lateral resistance structure system; at the same time, the thin-walled steel plate 9 can ensure that the frame structure enters the elastic-plastic stage for energy dissipation before entering the elastic-plastic stage, and cooperates with the overall frame to resist horizontal loads through its "breathing effect".

[0052] In the present invention, if Figure 2 As shown, the replaceable column seat 2 includes a column seat bottom plate 201 and a column seat body 202. The column seat body 202 and the column seat body 202 are an integrated structure, and the column seat bottom plate 201 is fitted and installed on the module bottom beam 1. The column seat body 202 and the column seat bottom plate 201 are arranged vertically; the column seat body 202 is H steel, and two energy dissipation dampers 4 are respectively located on the outside of the two flanges of the column seat body 202. By installing the energy dissipation dampers 4 on both sides of the replaceable column seat 2, when the replaceable column seat 2 is lifted by the plane bending moment, a self-resetting moment can be formed to offset the deformation and realize energy dissipation.

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

[0054] In order to facilitate the assembly of the energy dissipation damper 4, the installation of the energy dissipation damper 4 and the installation of the replaceable column seat 2, in the present invention, both ends of the lateral support plate 403 have an outwardly folded flange, and the horizontal plate 402 is installed on the flange at the same end of the two lateral support plates 403. The flange at the lower end of the lateral support plate 403, the horizontal plate 402 away from the module steel column 3 and the column seat bottom plate 201 are fixed to the module bottom beam 1 with bolts, so that the bolts can fix the energy dissipation damper 4, the replaceable column seat 2, and the module bottom beam 1 at the same time, so that there is no need to use additional connecting parts to connect the lateral support plate 403 in the energy dissipation damper 4 and the horizontal plate 402 away from the module steel column 3.

[0055] In the present invention, in order to prevent the two ends of the elastic element 401 from being directly separated from the two horizontal plates 402, an extended positioning pin can be provided on the two inner sides of the horizontal plates 402, so that when the elastic element 401 is installed, the ends of the elastic element 401 are sleeved on the positioning pins. Through the restriction of the positioning pins, after the elastic element 401 is installed, even if the elastic element 401 expands and contracts after being subjected to external force, it will not be separated from the horizontal plates 402.

[0056] In the present invention, Figure 2 As shown, the module 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 H-steel. When the module steel column 3 is installed, the steel column base plate 301 is attached to the horizontal plate 402 in the energy dissipation damper 4 away from the module bottom beam 1. At this time, the steel column base plate 301, the horizontal plate 402 in the energy dissipation damper 4 away from the module bottom beam 1, and the flanges at the upper ends of the lateral support plates 403 are fixed together with bolts, thereby realizing the connection between the energy dissipation damper 4 and the module steel column 3, so that there is no need to use additional connecting parts to connect the lateral support plates 403 in the energy dissipation damper 4 and the horizontal plate 402 in the energy dissipation damper 4 away from the module bottom beam 1.

[0057] In order 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-absorbing 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-absorbing splicing plates 302, and the web of the column base body 202 and the two energy-absorbing splicing plates 302 are fixed together with bolts. During the fixing process of the web of the column base body 202 and the two energy-absorbing splicing plates 302, it is necessary to ensure that both have a certain initial rotational stiffness so that friction energy can be dissipated when the energy-absorbing splicing plates 302 and the column base body 202 are relatively displaced.

[0058] When the web of the column base body 202 and the energy-absorbing splicing plate 302 are displaced and friction energy is absorbed, the replaceable column base 2 can be used as an energy-absorbing component to concentrate the plastic damage during the earthquake, and the damaged modular steel column 3 and the replaceable column base 2 can be replaced after the earthquake, thereby realizing the energy-absorbing mechanism and recoverable function.

[0059] In the present invention, a friction energy dissipation plate 204 is further provided between the energy dissipation splicing plate 302 and the web of the column seat body 202. The friction energy dissipation plate 204 can be a rubber pad, and the friction energy dissipation plate 204 is pressed and fitted between the energy dissipation splicing plate 302 and the web of the column seat body 202. In order to facilitate the connection between the energy dissipation splicing plate 302 and the web of the column seat body 202, the friction energy dissipation plate 204 also has a through hole for bolts to penetrate. By providing the friction energy dissipation plate 204, the energy dissipation splicing plate 302 and the web of the column seat body 202 have a certain initial rotational stiffness when the two are connected and fixed by bolts.

[0060] In the present invention, Figure 4 , Figure 5 As shown, the shear energy absorbing beam section 5 is composed of H-steel and end plates, and the H-steel and the end plates are an integrated structure. The end plate is fitted with the flange of the steel column body 303 and fixed to the steel column body 303 by bolts; at the same time, the middle beam section 7 is also H-steel, and the web of the middle beam section 7 and the web of the shear energy absorbing beam section 5 are jointly fitted with a web splicing plate 501, one end of the web splicing plate 501 is connected and fixed to the web of the middle beam section 7 by bolts, and the other end of the web splicing plate 501 is connected and fixed to the web of the shear energy absorbing beam section 5 by a rotatable pin 502, and the end of the web splicing plate 501 connected to the shear energy absorbing beam section 5 is semicircular, and the end of the web splicing plate 501 connected to the middle beam section 7 is rectangular, so that the shear energy absorbing beam section 5 and the middle beam section 7 are connected to form a mechanical hinge.

[0061] In the present invention, there are two web splicing plates 501 connecting the shear energy absorbing beam section 5 and the middle beam section 7, and the two web splicing plates 501 are located on both sides of the web in the middle beam section 7, so that when the shear energy absorbing beam section 5 and the middle beam section 7 are connected, the two webs are respectively bonded to the two sides of the web in the middle beam section 7 and the two sides of the web in the shear energy absorbing beam section 5.

[0062] In the present invention, Figure 1 , Figure 2 , Figure 4As shown, at least one shear plate 203 is installed on 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 the two sides of the shear plate 203 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 the two sides of the shear plate 203 are respectively fixed to the two flanges of the column base body 202. The shear plate 203 on the steel column body 303 and the shear plate 203 on the column base body 202 are jointly anchored with a prestressed tie rod 205 that has been tensioned, and the prestressed tie rod 205 can be one or more. Since the steel column body 303 has a steel column bottom plate 301 at one end close to the replaceable column base 2 , a through hole for the prestressed tie rod 205 to pass through needs to be provided on the steel column bottom plate 301 , thereby ensuring the anchoring of the prestressed tie rod 205 .

[0063] In the present invention, in order to facilitate the installation of the viscous damping hydraulic rod 6, an adapter 304 is installed on the steel column body 303 and the middle beam section 7. The adapter 304 on the middle beam section 7 is an integral structure with the middle beam section 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 middle beam section 7, and the other end of the viscous damping hydraulic rod is hinged to the adapter 304 on the steel column body 303. After the viscous damping hydraulic rod is installed, the central axis of the viscous damping hydraulic rod is parallel to the central axis of the middle beam section 7.

[0064] In the present invention, if Figure 6 As shown, the viscous damping hydraulic rod 6 includes a guide rod 601 and a hydraulic cylinder body, one end of the guide rod 601 extends into the hydraulic cylinder body, the other end of the guide rod 601 penetrates the hydraulic cylinder body and extends outward, and the end of the guide rod 601 located in the hydraulic cylinder body has a piston that can reciprocate in the hydraulic cylinder body, that is, the structure composed of the guide rod 601 and the hydraulic cylinder body is the same as the structure of the existing hydraulic telescopic rod; at the same time, the end of the guide rod 601 extending out of the hydraulic cylinder body and the hydraulic cylinder body both have mounting ends 603, and the two mounting ends 603 are respectively hinged with the adapter 304 on the steel column body 303 and the adapter 304 on the middle beam section 7. When subjected to the bending moment in the plane of the frame structure, the shear energy dissipation beam section 5 and the middle beam section 7 are effectively used to open and close the connection gap, causing the viscous damping hydraulic rod 6 to have a combined tension and compression effect, prompting the formation of a restoring force in the hydraulic cylinder body to achieve self-reset of the node. In the present invention, in order to prevent the hydraulic oil in the hydraulic cylinder body from leaking from the gap between the guide rod 601 and the hydraulic cylinder body during the extension and retraction of the guide rod 601, an airtight plug 604 is provided on the hydraulic cylinder body to cooperate with the guide rod 601 in a sliding seal.

[0065] In the present invention, if Figure 1, Figure 7 As shown, in order to facilitate the installation of the thin-walled steel plate 9, the inner sides of the middle beam section 7, the two module steel columns 3, and the module bottom beam 1 are all provided with a slot 8, and the four sides of the thin-walled steel plate 9 are respectively clamped in the slot 8 and fixed; in order to prevent the slot 8 from affecting the structural strength of the middle beam section 7, the two module steel columns 3, and the module bottom beam 1, two spaced-apart ear seats can be provided on the inner sides of the middle beam section 7, the two module steel columns 3, and the module bottom beam 1, and the distance between the two ear seats is adapted to the thickness of the thin-walled steel plate 9, that is, the distance between the two ear seats constitutes the slot 8, and the thin-walled steel plate 9 is clamped in the slot 8 and fixed by tightening with bolts.

[0066] In the present invention, Figure 8 As shown, the thin-walled steel plate 9 is a steel plate with a low yield point, and a plurality of vertical slits 901 are provided on the thin-walled steel plate 9. At the same time, since the viscous damping hydraulic rod 6 and the energy dissipation damper 4 are respectively provided at the nodes of the frame structure, the thin-walled steel plate 9 has a notch to avoid the viscous damping hydraulic rod 6 and the energy dissipation damper 4. This design can ensure that the shear buckling load is used as the ultimate bearing capacity, and the frame structure enters the elastic-plastic state for energy dissipation, while reducing the influence of the tensile field on the column.

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

[0068] The lateral resistance system provided by the present invention forms a self-restoring torque through the energy-absorbing dampers 4 and prestressed tie rods 205 on both sides of the replaceable column base 2 under the action of horizontal earthquakes. When the hinged joint of the shear energy-absorbing beam section 5 and the middle beam section 7 undergoes a slight rotation, the viscous damping hydraulic rod 6 can be prompted to produce a tensile and compressive action to form a restoring force, thereby providing additional rigidity for the overall structure. In addition, under the action of a certain degree of plane rotation bending moment, the thin-walled steel plate 9 enters the elastic-plastic stage before the frame structure, and cooperates with the overall frame to resist horizontal loads and energy consumption through the torsional deformation between the two adjacent vertical seams 901 on the thin-walled steel plate 9 and the "breathing effect".

[0069] At the same time, through the joint cooperation of the energy-absorbing splicing plate 302, the energy-absorbing damper 4 and the prestressed tie rod 205, under the action of 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, thereby further improving the energy absorption capacity and seismic redundancy of the replaceable column base 2 and the modular steel column 3.

[0070] Under this beam-column node system, the opening and closing of the gap between the shear energy absorbing beam section 5 and the middle beam section 7 can be effectively utilized to cause the viscous damping hydraulic rod 6 to undergo a combined tension and compression action, thereby forming a restoring force inside the hydraulic cylinder body, thereby concentrating the damage mainly on the replaceable energy absorbing damper 4 and the viscous damping hydraulic rod 6, so as to dissipate the seismic energy input into the main structure and keep the main structure in an elastic state at all times.

[0071] The lateral resistance system adopts thin-walled steel plates 9 with low yield points, which can ensure that the buckling does not precede the yielding, and the shear buckling load is used as the ultimate bearing capacity. At the same time, it is to avoid the adverse effect of the additional bending moment caused by the tensile field at the connection of the thin-walled steel plates 9 on the columns; at the same time, by opening vertical seams 901 in the thin-walled steel plates 9 and opening notches on the thin-walled steel plates 9 to avoid the installation of energy-absorbing dampers 4 and viscous damping hydraulic rods 6, when the thin-walled steel plates 9 are installed on site, they only need to be embedded in the slots 8 accordingly, and finally the bolts are screwed in to complete the fixation.

[0072] The lateral resistance system provided by the present invention relies on the torsion of the thin-walled steel plate 9 and the energy-absorbing damper 4 and the viscous damping hydraulic rod 6 in the node area to cooperate with the deformation of the overall frame to jointly resist the horizontal load and dissipate the energy input into the main structure. At the same time, the vertical seams 901 on the thin-walled steel plate 9 effectively block the formation of the tension belt, avoid the buckling of the module steel column 3 due to the additional bending moment, and meet the design principle of "strong frame, weak wall panel"; in addition, the structural system adopts replaceable energy-absorbing dampers 4 and viscous damping hydraulic rods 6 in the node area, which minimizes the shock damage and ensures the recoverability of the structure.

[0073] It should be understood by those skilled in the art that the above embodiments are only for the purpose of clearly illustrating the present invention, and are not intended to limit the scope of the present invention. For those skilled in the art, other changes or modifications may be made based on the above disclosure, and these changes or modifications are still within the scope of the present invention.

Claims

1. A recoverable steel frame-thin-wall steel plate shear wall lateral resistance system, characterized in that: The invention comprises a module bottom beam (1), wherein both ends of the module bottom beam (1) are equipped with replaceable column seats (2), both sides of the replaceable column seats (2) are equipped with energy-absorbing dampers (4), and module steel columns (3) are installed on the replaceable column seats (2) and the energy-absorbing dampers (4) located on both sides; a shear energy-absorbing beam section (5) is installed on the upper end of the module steel column (3), an intermediate beam section (7) is connected between the two shear energy-absorbing beam sections (5), and a viscous damping hydraulic rod (6) is connected between the module steel column (3) and the intermediate beam section (7); and a thin-walled steel plate (9) is installed on the module bottom beam (1), the two module steel columns (3), and the intermediate beam section (7).

2. The recoverable steel frame-thin-wall steel plate shear wall lateral resistance system according to claim 1 is characterized in that: The replaceable column seat (2) comprises a column seat base plate (201) and a column seat body (202); the column seat body (202) and the column seat body (202) are an integral structure, and the column seat body (202) and the column seat base plate (201) are arranged vertically; and the energy dissipation damper (4) is located on both sides of the column seat body (202).

3. The recoverable steel frame-thin-wall steel plate shear wall lateral resistance system according to claim 2 is characterized in that: The energy dissipation damper (4), the column base bottom plate (201) and the module bottom beam (1) are fixed together.

4. The recoverable steel frame-thin-wall steel plate shear wall lateral resistance system according to claim 1 is characterized in that: The energy dissipation damper (4) comprises two horizontal plates (402) and two lateral support plates (403), wherein 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).

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

6. The recoverable steel frame-thin-wall steel plate shear wall lateral resistance system according to claim 5 is characterized in that: A friction energy absorbing plate (204) is also installed between the energy absorbing splicing plate (302) and the replaceable column seat (2).

7. The recoverable steel frame-thin-wall steel plate shear wall lateral resistance system according to claim 1 is characterized in that: The shear energy dissipation beam section (5) is fixed to the middle beam section (7) via a web splicing plate (501).

8. The recoverable steel frame-thin-wall steel plate shear wall lateral resistance system according to claim 1 is characterized in that: A tensioned prestressed tie rod (205) is anchored on the upper end of the modular steel column (3) and the replaceable column seat (2).

9. The recoverable steel frame-thin-wall steel plate shear wall lateral resistance system according to claim 1 is characterized in that: The intermediate beam section (7) and the module steel column (3) are both installed with adapters (304), and the two ends of the viscous damping hydraulic rod (6) are rotatably installed on the two adapters (304) respectively; preferably, the inner sides of the intermediate beam section (7), the two module steel columns (3) and the module bottom beam (1) are all provided with a slot (8), and the four sides of the thin-walled steel plate (9) are all fixed after being fixed in the slot (8).

10. The recoverable steel frame-thin-wall steel plate shear wall lateral resistance system according to any one of claims 1 to 9, characterized in that: The thin-walled steel plate (9) has a plurality of vertical seams (901).

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