Multi-stage energy dissipation self-resetting shear wall based on inductive heating staged yield damper

Abstract

The present application relates to a multi-stage energy dissipation self-resetting shear wall based on inductive heating staged yield damper, and belongs to the field of building structure seismic resistance technology, comprising a ground beam, a prefabricated wall limb arranged on the ground beam, a wall joint damper, a wall toe damper, a prestressed steel strand, a round steel shear key and a steel shoe. The wall joint damper is arranged at the vertical joint between adjacent prefabricated wall limbs, the two ends of the rectangular steel plate are inductively heated to form high-strength anchoring sections, and the middle part is a low-strength energy dissipation section. The wall toe damper is arranged at the bottom of the two ends of the prefabricated wall limb, the two ends of the steel ring are inductively heated to form high-strength anchoring sections, and the middle part is a low-strength energy dissipation section. The prestressed steel strand vertically penetrates the prefabricated wall limb and the ground beam. The present application processes the damper by inductive heating technology to form a staged yield characteristic, and combines the prestressed steel strand to realize multi-stage energy dissipation and efficient self-resetting, and improve the seismic performance and post-earthquake repairability.

Description

Technical Field

[0001] This invention relates to the field of seismic resistance technology for building structures, and in particular to a multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper. Background Technology

[0002] With the rapid development of prefabricated buildings in my country, shear walls, as the main lateral force resisting components, have received widespread attention for their seismic performance. Prefabricated buildings, as a major transformation in construction methods, are an important measure to promote supply-side structural reform and new urbanization, and are conducive to saving resources and energy, reducing construction pollution, and improving labor productivity and quality and safety levels.

[0003] Traditional precast monolithic concrete shear walls are designed based on the concept of "equivalent to cast-in-place construction." Although they achieve performance similar to cast-in-place structures through reliable joint connections, the following technical problems still exist:

[0004] First, traditional shear walls have high overall stiffness, making them prone to stress concentration under earthquake loads, leading to severe wall damage. When subjected to strong earthquakes, stress concentration points often become weak points in the structure, causing localized damage and potentially triggering a chain reaction that affects the overall structural safety.

[0005] Secondly, once the plastic hinge area at the bottom of a traditional shear wall is damaged, the repair work is extremely difficult and costly. Since the plastic hinge area is usually located in a critical part of the structure, repair requires large-scale demolition and reconstruction, which not only consumes a lot of manpower and resources, but also seriously affects the normal use of the building.

[0006] Furthermore, most existing dampers employ a single-stage yielding mechanism, which can only achieve optimal energy dissipation within a specific seismic intensity range, making them unsuitable for complex conditions involving multiple earthquakes. Under earthquakes of varying intensities, such as minor, moderate, and major earthquakes, single-stage yielding dampers cannot achieve optimal energy dissipation, resulting in insufficient structural seismic stability.

[0007] To address the aforementioned issues, restorable structural systems have become a research hotspot in the field of earthquake resistance in recent years. Self-resetting shear walls provide restoring force through prestressed steel strands, combined with replaceable dampers for energy dissipation, offering advantages such as small residual displacement and convenient post-earthquake repair. However, existing self-resetting shear wall technology still has the following shortcomings:

[0008] On the one hand, traditional metal dampers usually require weakening the cross section to induce yielding. This process is not only complex, but also makes it difficult to accurately control the yield position and yield strength, affecting the consistency and reliability of the damper's performance.

[0009] On the other hand, single-stage yield dampers can only perform optimally under preset seismic intensity. When the actual seismic intensity deviates from the design value, the energy dissipation effect of the damper will decrease significantly, and the seismic potential of the structure cannot be fully utilized.

[0010] In addition, under seismic loading, the concrete in the toe area of ​​the wall is prone to compressive damage, which leads to prestress loss in the prestressing system and thus affects the structure's self-resetting ability and long-term performance stability.

[0011] Therefore, there is an urgent need to develop a new type of prefabricated self-resetting shear wall technology that can realize a multi-stage energy dissipation mechanism to adapt to earthquakes of different intensities, effectively protect the toe area from damage, simplify the manufacturing process of dampers, and improve the overall performance and economic benefits of the system. Summary of the Invention

[0012] The purpose of this invention is to overcome the shortcomings of the prior art and provide a multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper. By using induction heating technology to treat the wall joint damper and the wall toe damper, a high-strength anchoring section and a low-strength energy-dissipating section with staged yielding are formed. Combined with the self-resetting capability provided by the prestressed steel strands and the optimized structure of the round steel shear key and steel shoe, the multi-stage energy dissipation and efficient self-resetting of the shear wall are realized, which significantly improves the seismic performance and post-earthquake repairability.

[0013] To achieve the above objectives, the present invention provides a multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper, comprising a ground beam and prefabricated wall segments disposed on the ground beam, and further comprising:

[0014] A wall joint damper is installed at the vertical joint between adjacent precast wall segments. The wall joint damper includes a rectangular steel plate. The two ends of the rectangular steel plate are high-strength anchoring sections of the wall joint damper formed by induction heating treatment, and the middle part is a low-strength energy-dissipating section of the wall joint damper. The wall joint damper is connected to the steel plate embedded on the side of the precast wall segment by bolts.

[0015] A wall toe damper is installed at both ends of the bottom of the precast wall segment. The wall toe damper includes a steel ring. The two ends of the steel ring are high-strength anchoring sections of the wall toe damper formed by induction heating treatment, and the middle part is a low-strength energy-dissipating section of the wall toe damper. The wall toe damper is connected to the steel plates embedded at both ends of the bottom of the precast wall segment by bolts.

[0016] Prestressed steel strands vertically penetrate the precast wall segment and the ground beam, and are anchored at both ends by steel strand anchors;

[0017] Round steel shear keys are vertically installed between the bottom of the precast wall segment and the ground beam;

[0018] Steel boots are used to cover the bottom area of ​​the precast wall limbs.

[0019] By utilizing the induction heating staged yielding characteristics of wall joint dampers and wall toe dampers, as well as the self-resetting ability of prestressed steel strands and the synergistic effect of round steel shear keys and steel shoes, the multi-stage energy dissipation and efficient self-resetting function of shear walls are realized, thereby improving the seismic performance, damage control capability and post-earthquake recoverability of the structure.

[0020] Furthermore, the precast wall limb has pre-reserved through-holes for the prestressed steel strands to pass through, steel plates with bolt holes and lifting sleeves are pre-embedded on its sides, and slots are cut at both ends of the bottom with pre-embedded steel plates with bolt holes. Holes for the insertion of the round steel shear keys are reserved on the top and bottom edges. This refined pre-reserved and pre-embedded design of the precast wall limb not only facilitates the passing through of the prestressed steel strands, the precise alignment and installation of wall joints and toe dampers, the reliable connection of the round steel shear keys, and the convenient hoisting of components, but also helps ensure the efficiency and precision of prefabricated construction, providing a foundation for realizing the multi-stage energy dissipation and self-resetting functions of the structure.

[0021] Furthermore, the ground beam is pre-drilled with through-holes for the prestressed steel strands to pass through and with embedded round steel shear keys. The pre-drilled through-holes and embedded round steel shear keys in the ground beam ensure that prestress can be effectively applied to the wall limbs and transferred to the foundation, while also guaranteeing reliable shear force transfer between the wall limbs and the ground beam. These are key structural features for achieving the structure's self-resetting function and shear resistance.

[0022] Furthermore, the wall joint damper also includes two fixed steel plates, with a rectangular steel plate welded between the two fixed steel plates. The rectangular steel plate is made of Q355 steel. The wall joint damper employs a design where the Q355 rectangular steel plate is welded between the fixed steel plates, and utilizes induction heating technology to form a high-strength anchoring section and a low-strength energy-dissipating section. This ensures that the damper provides stable energy dissipation while being easy to connect and replace, and concentrates plastic deformation in the low-strength energy-dissipating section, protecting the main structure.

[0023] Furthermore, the toe damper also includes a spring welded inside the steel ring. The steel ring is made of Q355 steel, and the spring is made of alloy spring steel. The combination of the Q355 steel ring and the alloy spring in the toe damper, and the use of induction heating technology to treat the steel ring to form a high-strength anchoring section and a low-strength energy-dissipating section, not only dissipates seismic energy through the yielding of the steel ring but also utilizes the spring to provide additional restoring force, thereby enhancing the energy dissipation capacity of the toe region and the self-resetting performance of the structure.

[0024] Furthermore, the round steel shear keys are made of Q355 steel with a diameter greater than 20mm. They are inserted into the precast wall segments and the ground beams to a depth greater than 200mm, with a spacing of 300-500mm. By limiting the material, diameter, insertion depth, and spacing of the round steel shear keys, sufficient shear capacity and reliable connection between the precast wall segments and the ground beams are ensured under seismic loading, effectively transferring shear force and preventing relative slippage.

[0025] Furthermore, the steel boot is made of Q235 or Q355 steel, with a thickness greater than 10mm and a height exceeding the grooved area at the bottom of the precast wall segment by 100mm. The steel boot contains reinforcing bars spaced at intervals greater than 150mm along its thickness direction. This specific material, thickness, and height design, along with the internal reinforcing bars, effectively restrains and protects the concrete at the bottom of the precast wall segment, improving its local bearing capacity and crack resistance. This prevents premature crushing or damage to the wall base concrete during earthquakes, ensuring the effectiveness of the prestressed system and the normal operation of the toe damper.

[0026] Furthermore, the system also includes connecting beams that link adjacent precast wall segments, with pre-reserved through-holes for the prestressed steel strands and round steel shear keys. By using connecting beams to link adjacent precast wall segments and pre-reserving through-holes for the prestressed steel strands and round steel shear keys in the connecting beams, the integrity and collaborative performance of the shear wall system are enhanced, enabling each wall segment to more effectively resist seismic forces.

[0027] Furthermore, the concrete strength grade of the precast wall segments, the ground beams, and the connecting beams is higher than C40, ensuring that the main structural components of the shear wall have high load-bearing capacity, stiffness, and durability, providing material assurance for the safety and long-term stable operation of the entire multi-stage energy-consuming self-resetting system.

[0028] Furthermore, the hardness of the high-strength anchorage section of the wall joint damper is higher than that of the low-strength energy-dissipating section, and the strength gradually decreases from the high-strength anchorage section to the low-strength energy-dissipating section. Similarly, the hardness of the high-strength anchorage section of the toe damper is higher than that of the low-strength energy-dissipating section, and the hardness gradually decreases from the high-strength anchorage section to the low-strength energy-dissipating section. A hardness gradient is formed between the high-strength anchorage section and the low-strength energy-dissipating section of the damper, with the anchorage section being harder than the energy-dissipating section and decreasing from the anchorage section to the energy-dissipating section. This precisely controls the yielding region to occur in the low-strength energy-dissipating section, ensuring the reliability of the anchorage connection and achieving directional energy dissipation and optimized damper performance.

[0029] Compared with the prior art, the beneficial effects achieved by the present invention are as follows:

[0030] (1) This invention uses induction heating technology to locally heat treat the rectangular steel plate of the wall joint damper and the steel ring of the wall toe damper to form an optimized combination of high-strength anchoring section and low-strength directional yielding section, thereby constructing a multi-level energy dissipation system with staged yielding characteristics. This enables the shear wall to accurately activate the corresponding energy dissipation mechanism according to different seismic intensities, significantly improving the seismic adaptability of the structure and its energy dissipation capacity under multi-level earthquake action.

[0031] (2) The present invention provides the main restoring force by setting prestressed steel strands that run through the precast wall limbs and ground beams, and provides auxiliary restoring force and energy dissipation by wall toe dampers composed of steel rings and springs, thus forming a dual self-resetting mechanism. This effectively controls and reduces the residual deformation of the structure after the earthquake, ensuring the rapid recovery of the building's post-earthquake function and the continuous reset capability of the structure.

[0032] (3) This invention designs key energy-consuming components such as wall joint dampers and wall toe dampers as standardized modular units that can be quickly disassembled and assembled by bolting and pre-embedding them in slotted steel plates at both ends of the precast wall limbs. This allows the main energy-consuming components to be inspected and replaced independently and conveniently after vibration damage, greatly simplifying the maintenance process and significantly reducing the maintenance difficulty and economic cost of the structure throughout its entire life cycle.

[0033] (4) This invention uses induction heating technology to perform precise zonal heat treatment on the rectangular steel plate of the wall joint damper and the steel ring of the wall toe damper to form a high-strength anchoring section and a low-strength energy-consuming section with a specific hardness distribution, thereby achieving precise control and directional yielding of its mechanical properties. Combined with the prefabrication of precast wall limbs, ground beams and other components, this invention ensures the consistency of quality and reliability of key components, greatly improves construction efficiency, shortens the project cycle and meets the requirements of industrialized production.

[0034] (5) The present invention reinforces the precast wall limbs by providing steel boots at the bottom to protect the concrete at the base of the wall from local pressure damage and improve durability. At the same time, it provides round steel shear keys between the precast wall limbs and the ground beams and between adjacent precast wall limbs connected by connecting beams to ensure the effective transmission of shear force between the components and the stability of the connection. Thus, the overall safety of the multi-stage energy-dissipating self-resetting shear wall system and its stable working performance under strong earthquakes are jointly guaranteed. Attached Figure Description

[0035] Figure 1 This is a schematic diagram of a multi-stage energy-dissipating self-resetting shear wall structure system based on an induction-heated staged yielding damper provided by the present invention.

[0036] Figure 2 This is a schematic diagram of the wall joint damper provided by the present invention;

[0037] Figure 3 This is a schematic diagram of the wall toe damper provided by the present invention.

[0038] Labeling Explanation: 1. Precast wall segment, 2. Ground beam, 3. Connecting beam, 4. Wall joint damper, 41. Rectangular steel plate, 42. Fixed steel plate, 43. High-strength anchorage section of wall joint damper, 44. Low-strength energy-dissipating section of wall joint damper, 5. Wall toe damper, 51. Steel ring, 52. Spring, 53. High-strength anchorage section of wall toe damper, 54. Low-strength energy-dissipating section of wall toe damper, 6. Round steel shear key, 7. Steel shoe, 8. Prestressed steel strand, 9. Steel strand anchor, 10. Lifting point sleeve. Detailed Implementation

[0039] The present invention will be further described below with reference to the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solution of the present invention, and should not be used to limit the scope of protection of the present invention.

[0040] In the description of this invention, it should be understood that the terms "center," "axial," "lateral," "upper," "lower," "inner," and "outer," etc., indicating orientation or positional relationships based on the orientation or positional relationships shown in the accompanying drawings, are only for the convenience of describing the invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the invention. Furthermore, the terms "first," "second," etc., are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined with "first," "second," etc., may explicitly or implicitly include one or more of that feature. In the description of this invention, unless otherwise stated, "a plurality of" means two or more.

[0041] In the description of the invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art will understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0042] like Figures 1-3 As shown, the present invention provides a multi-stage energy-dissipating self-resetting shear wall based on an induction heating staged yielding damper, including a ground beam 2, at least two precast wall segments 1 set on the ground beam 2, and prestressed steel strands 8, which vertically penetrate the precast wall segments 1 and the ground beam 2, and are anchored at both ends by steel strand anchors 9.

[0043] Also includes:

[0044] The wall joint damper 4 is installed at the vertical joint between adjacent precast wall segments 1. The wall joint damper 4 is connected to the steel plate embedded on the side of the precast wall segment 1 by bolts.

[0045] The wall toe damper 5 is located between the bottom end of the precast wall segment 1 and the top surface of the ground beam 2; the bottom end of the precast wall segment 1 is provided with a groove to accommodate the wall toe damper 5.

[0046] The round steel shear key 6 is vertically installed between the bottom of the precast wall segment 1 and the ground beam 2;

[0047] Steel boot 7, covering the bottom area of ​​precast wall segment 1.

[0048] Furthermore, a rectangular steel plate 41 is provided at the center of the wall joint damper. The two ends of the rectangular steel plate 41 are high-strength anchoring sections 43 of the wall joint damper formed by induction heating treatment, and the middle part is a low-strength energy-dissipating section 44 of the wall joint damper.

[0049] The wall toe damper 5 has a steel ring 51. The two ends of the steel ring 51 are high-strength anchoring sections 53 of the wall toe damper formed by induction heating treatment, and the middle part is a low-strength energy dissipation section 54 of the wall toe damper.

[0050] Furthermore, the precast wall segment 1 is made of C40 or higher strength concrete, with a wall segment thickness of generally 200-400mm and a height designed according to the building floor height. The precast wall segment 1 has internal through-holes for the passage of prestressed steel strands 8, and its sides are pre-embedded with steel plates with bolt holes and lifting point sleeves 10. A steel shoe 7 is installed at the bottom, with grooves at both ends of the bottom and pre-embedded steel plates with bolt holes. Holes are reserved at the top and bottom edges for the insertion of round steel shear keys 6.

[0051] Furthermore, the ground beam 2 is made of C40 or higher strength concrete, and a through hole is reserved at a specific location of the ground beam 2 for the prestressed steel strands 8 to pass through and a round steel shear key 6 is pre-embedded.

[0052] Furthermore, the wall joint damper 4 also includes two fixed steel plates 42, and a rectangular steel plate 41 is welded between the two fixed steel plates 42. The rectangular steel plate 41 is made of Q355 steel.

[0053] Furthermore, the wall toe damper 5 also includes a spring 52, which is welded inside the steel ring 51. The steel ring 51 is made of Q355 steel, and the spring 52 is made of alloy spring steel.

[0054] Furthermore, the round steel shear key 6 is made of Q355 steel with a diameter greater than 20mm. The depth of insertion into the precast wall limb 1 and the ground beam 2 is greater than 200mm, and the spacing is 300-500mm.

[0055] Furthermore, the steel shoe 7 is made of Q235 or Q355 steel with a thickness greater than 10mm and a height exceeding the bottom grooved area of ​​the precast wall limb 1 by 100mm. The inside of the steel shoe 7 is provided with through-ribs along the thickness direction of the precast wall limb 1, and the spacing of the through-ribs is greater than 150mm.

[0056] Furthermore, the multi-stage energy-dissipating self-resetting shear wall based on the induction heating staged yield damper also includes a connecting beam 3 connecting adjacent precast wall segments 1. The connecting beam 3 is cast with C40 or higher strength concrete, and through-holes are reserved at specific positions of the connecting beam 3 for the prestressed steel strands 8 and round steel shear keys 6 to pass through.

[0057] Furthermore, the concrete strength grade of precast wall segment 1, ground beam 2, and connecting beam 3 is higher than C40.

[0058] Furthermore, the prestressed steel strand 8 is made of 1860 grade steel strand with a diameter of 15.2 mm or 17.8 mm. The tension control stress generally does not exceed 60% of its tensile strength, and the number of steel strands is designed according to the structural stress characteristics.

[0059] The specific implementation process of the multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper described in this invention can be divided into a prefabrication stage, a transportation stage, an on-site installation stage, and an acceptance stage, according to the construction flow. The terms "firstly" and "then" do not indicate the importance of the components and therefore should not be construed as limiting the invention. The specific dimensions used in this embodiment are merely illustrative and do not limit the scope of protection of this invention. The following detailed description of the operation methods and technical points of each stage, in conjunction with embodiments, further illustrates these points.

[0060] In the prefabrication stage, the prefabricated wall limb 1, wall joint damper 4, and wall toe damper 5 are manufactured in the prefabrication plant using a standardized production line. The wall joint damper 4 is made of Q355 steel plate, CNC laser-cut to a tolerance within ±0.5mm, and then undergoes zoned induction heating treatment: first, the two ends of the rectangular steel plate 41 are marked as anchoring sections, rapidly heated to 1000±20℃ using induction heating equipment, and then rapidly cooled with cold water or cold oil, significantly improving the hardness, strength, and fatigue strength of the steel; the middle section retains the raw material properties as an energy-dissipating section. The steel ring 51 of the wall toe damper 5 is formed using a closed-die forging process. After gradient induction heating treatment at the ends of the steel ring 51, a hardness distribution gradually decreasing from both ends to the middle is formed, with the middle section retaining the raw material properties as an energy-dissipating section. The prefabricated wall limb 1 is cast using steel molds, with the mold flatness controlled within 2mm / 2m, and the surface coated with a special release agent. The fabrication process begins with binding a double-layer steel mesh with a 20mm protective layer. Then, damper connecting steel plates, round steel shear keys 6, connecting sleeves, steel shoes 7, and lifting point sleeves 10 are pre-embedded at the designed locations. Finally, C40 fine aggregate concrete is poured, with a high-frequency vibrator used to focus on vibrating the area around the embedded parts. Immediately after pouring, a curing membrane is applied for steam curing. Demolding is performed 24 hours later, ensuring the concrete strength reaches at least 75% of the design strength at demolding. After demolding, the steel shoes 7 are coated with an anti-corrosion coating.

[0061] During the transportation phase, the prefabricated components are transported using a dedicated transport frame. The prefabricated wall segment 1 is placed vertically on the transport frame, with rubber pads at the bottom and flexible straps securing it at the top. The wall joint damper 4 and wall toe damper 5 are transported in boxes, with foam positioning slots inside the boxes. During transportation, the vehicle speed is controlled to not exceed 60 km / h to avoid damage to the components from sudden braking. During hoisting, the prefabricated wall segment 1 is lifted using a dedicated balance beam lifting device, with the lifting point set at the position of the lifting point sleeve 10. The wall joint damper 4 and wall toe damper 5 are lifted using nylon slings to avoid surface scratches.

[0062] During the on-site installation phase, the foundation was first inspected, checking that the positional deviation of the pre-embedded anchor bolts was ≤3mm and the elevation deviation was ±2mm. Then, the precast wall segment 1 was hoisted, using a total station for assisted positioning, and a temporary support frame was immediately installed after positioning. Next, the prestressed steel strands 8 were constructed: first threading the strands, then tensioning, with graded loading to 105% of the design prestress (20%→50%→80%→105%), holding the load for 5 minutes before anchoring, and finally grouting the ducts with a special grouting material. During damper installation, the wall joint damper 4 and the wall toe damper 5 were fixed to the corresponding pre-embedded steel plates using high-strength bolts, and the bolts were tightened to the design torque using a torque wrench.

[0063] During the commissioning phase, the installation quality of all connection nodes is first checked: damper contact surface gap ≤ 0.5mm, bolt torque deviation ≤ 5%, prestressing tension deviation ≤ 3%. Then, system commissioning is performed: the initial damper gap is adjusted using a dedicated adjustment device to ensure coordinated operation of all components; the reset performance of the self-resetting system is checked, requiring residual displacement after unloading ≤ 0.1% of the floor height. Finally, overall verticality is inspected: single-story deviation ≤ H / 1000 and ≤ 5mm, total height deviation ≤ H / 2500 and ≤ 30mm.

[0064] During the acceptance phase, the first step is a visual inspection: the concrete surface must be free of cracks with a width ≤0.2mm. Next, the installation quality of the connection nodes is inspected, requiring damper contact surface gaps ≤1mm, bolt torque deviation ≤5%, and prestressing tension deviation ≤5%. Finally, complete acceptance documentation is compiled, including material testing reports, construction records, and acceptance test reports.

[0065] Special working conditions: During winter construction, the concrete pouring temperature should be ≥10℃, and the damper should be preheated to above 5℃ before installation; in high humidity environments, moisture-proof gaskets should be added to the connection interfaces, and anti-seize agent should be applied to the bolt threads. All dismantled temporary components should be inspected, cleaned, coated with anti-rust oil, and stored separately for future reuse.

[0066] This invention features a multi-stage energy dissipation mechanism to enhance seismic adaptability, a dual self-resetting system to ensure post-earthquake functionality, a modular design for convenient maintenance, and industrialized production to guarantee quality and efficiency. It boasts significant comprehensive performance advantages and has broad application adaptability.

[0067] This invention utilizes an innovative induction heating process to induce staged yielding characteristics in the dampers, constructing a performance-based, multi-stage energy dissipation system. This system can adapt its structural design to seismic intensity, ensuring optimal seismic performance under varying magnitudes and effectively avoiding the performance deficiencies of traditional structures under off-design conditions. The unique toe damper design, combined with the prestressed system, forms a complementary self-resetting mechanism, effectively controlling post-earthquake deformation and maintaining continuous reset capability. This design significantly enhances the structure's recoverability, ensuring rapid restoration of normal functionality after an earthquake. Furthermore, this invention employs standardized, replaceable damper unit designs, with all connection nodes designed for rapid assembly and disassembly. This design philosophy allows for independent replacement of key energy dissipation components, greatly simplifying maintenance procedures and significantly reducing maintenance difficulty and costs throughout the structure's lifecycle. The application of induction heating technology enables precise control of damper performance, and combined with modular design, makes key components suitable for mass production in factories. This construction method not only ensures consistent product quality but also significantly improves construction efficiency and shortens the project cycle. This technology system maintains excellent seismic performance while also being economical and environmentally friendly. Through optimized material utilization and structural design, it achieves an optimal balance between construction costs and long-term benefits, meeting the requirements of sustainable development in modern architecture. Flexible parameter design allows the technology to adapt to different seismic fortification requirements, environmental conditions, and building types. From ordinary residential buildings to important public buildings, from conventional environments to special working conditions, ideal seismic performance can be achieved by adjusting the technical parameters.

[0068] In summary, this technology, through systematic innovation in material processing technology, structural design, and construction methods, has established a complete seismic solution, providing a brand-new seismic technology option for prefabricated buildings, and has significant technological advancement and engineering practical value.

[0069] Finally, it should be noted that the dimensions, quantity, material strength grade, and other parameters of the components involved in this application, such as wall joint dampers, wall toe dampers, round steel shear keys, and prestressed steel strands, can all be adjusted according to actual needs.

[0070] It should be noted that, in this document, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus.

[0071] The above description is only a preferred embodiment of the present invention. It should be noted that for those skilled in the art, several improvements and modifications can be made without departing from the technical principles of the present invention, and these improvements and modifications should also be considered within the scope of protection of the present invention.

Claims

1. A multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper, characterized in that, It includes a ground beam (2), at least two precast wall segments (1) set on the ground beam (2) and prestressed steel strands (8), wherein the prestressed steel strands (8) vertically penetrate the precast wall segments (1) and the ground beam (2), and are anchored at both ends by steel strand anchors (9); A wall joint damper (4) is installed at the vertical joint between adjacent precast wall segments (1). The wall joint damper (4) is connected to a steel plate embedded on the side of the precast wall segment (1) by bolts. A rectangular steel plate (41) is provided at the center of the wall joint damper. The two ends of the rectangular steel plate (41) are high-strength anchoring sections (43) of the wall joint damper formed by induction heating treatment, and the middle part is a low-strength energy-dissipating section (44) of the wall joint damper. A wall toe damper (5) is located between the bottom end of the precast wall segment (1) and the top surface of the ground beam (2); the bottom end of the precast wall segment (1) is provided with a groove to accommodate the wall toe damper (5); the wall toe damper (5) has a steel ring (51), the two ends of the steel ring (51) are high-strength anchoring sections (53) of the wall toe damper formed by induction heating treatment, and the middle part is a low-strength energy dissipation section (54) of the wall toe damper; Round steel shear keys (6) are vertically arranged between the bottom of the precast wall segment (1) and the ground beam (2); Steel boots (7) are used to cover the bottom area of ​​the precast wall segment (1).

2. The multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper according to claim 1, characterized in that, The precast wall segment (1) has a through hole reserved inside for the prestressed steel strand (8) to pass through. The precast wall segment (1) has a hanging point sleeve (10) pre-embedded on it. The top and bottom edges of the precast wall segment (1) have holes reserved for the insertion of the round steel shear key (6).

3. The multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper according to claim 1, characterized in that, The ground beam (2) is reserved with a through hole for the prestressed steel strand (8) to pass through and the round steel shear key (6) is pre-embedded.

4. The multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper according to claim 1, characterized in that, The wall joint damper (4) also includes two fixed steel plates (42), and the rectangular steel plate (41) is welded between the two fixed steel plates (42). The rectangular steel plate (41) is made of Q355 steel.

5. The multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper according to claim 1, characterized in that, The wall toe damper (5) also includes a spring (52), which is welded inside the steel ring (51). The steel ring (51) is made of Q355 steel, and the spring (52) is made of alloy spring steel.

6. The multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper according to claim 1, characterized in that, The round steel shear key (6) is made of Q355 steel with a diameter greater than 20mm. The depth of insertion into the precast wall segment (1) and the ground beam (2) is greater than 200mm, and the spacing is 300-500mm.

7. The multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper according to claim 1, characterized in that, The steel boot (7) is made of Q235 or Q355 steel with a thickness greater than 10mm and a height exceeding the bottom grooved area of ​​the precast wall limb (1) by 100mm. The steel boot (7) has through-ribs with a spacing greater than 150mm along the thickness direction inside.

8. The multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper according to claim 1, characterized in that, It also includes a connecting beam (3) connecting adjacent precast wall segments (1), wherein the connecting beam (3) is provided with a through hole for the prestressed steel strand (8) and the round steel shear key (6) to pass through.

9. The multi-stage energy-dissipating self-resetting shear wall based on an induction-heated staged yielding damper according to claim 8, characterized in that, The concrete strength grade of the precast wall segment (1), the ground beam (2), and the connecting beam (3) is higher than C40.

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