Prefabricated cabin type substation isolation system, anti-seismic structure and anti-seismic structure design method suitable for high-altitude mountainous environment

Abstract

The present application relates to substation isolation design technical field, aims at solving the existing isolation system difficult to solve prefabricated cabin type substation in high intensity area exists tensile stress, displacement overrun, influence prefabricated cabin type substation's safety, lead core rubber bearing's rubber ageing or damage leads to performance decline, lead core rubber bearing series causes unstable performance and separately isolated construction to equipment is more complex, provide a kind of prefabricated cabin type substation isolation system suitable for high altitude mountainous environment, seismic structure and seismic structure design method;Isolation system includes tensile sliding friction pendulum bearing, sliding friction pendulum bearing and viscous damper;Tensile sliding friction pendulum bearing and sliding friction pendulum bearing are used to be arranged between prefabricated cabin type substation and seismic base, viscous damper is installed on tensile sliding friction pendulum bearing;The isolation system of the present application can realize vertical tensile constraint, double energy dissipation limit bearing displacement, solve the problems existing in prior art.

Description

Technical Field

[0001] This invention relates to the field of substation seismic isolation design technology, and more specifically, to a prefabricated cabin-type substation seismic isolation system, seismic-resistant structure, and seismic-resistant structure design method suitable for high-altitude mountainous environments. Background Technology

[0002] Prefabricated substations, as a crucial component of power transmission systems, have suffered severe damage in numerous earthquakes, significantly impacting post-earthquake rescue and relief efforts. Therefore, minimizing the damage to prefabricated substations during earthquakes is of paramount importance. Seismic isolation design, as an effective earthquake-resistant measure, has received widespread attention in recent years.

[0003] Currently, seismic isolation design for substations mainly uses single seismic isolation bearings, such as lead-core rubber bearings or sliding friction bearings. Under seismic loading, the coupling effect of large lateral displacements and axial loads can affect the critical load, horizontal stiffness, damping, and other properties of the seismic isolation bearings. Therefore, the stability of the seismic isolation bearings must be taken into account in the analysis and design of seismic isolation systems.

[0004] When prefabricated substations are located in high-intensity seismic zones at high altitudes, especially near fault lines or in areas with significant site amplification effects, it is necessary to ensure that the substation and its internal equipment can maintain normal operation even when subjected to rare earthquakes.

[0005] However, existing prefabricated substation seismic isolation systems use lead-core rubber bearings or sliding friction bearings, which have poor tensile strength. In high-intensity areas where vertical seismic motion is significant, these systems often experience tensile failure or excessive deformation during earthquakes, making it extremely difficult to guarantee the stability of the prefabricated substation seismic isolation system. Furthermore, as a critical component of the seismic isolation system, damage to the seismic isolation bearings can ultimately lead to severe functional impairment of the substation.

[0006] Existing seismic isolation systems are insufficient to address the issues of tensile stress and excessive displacement in prefabricated substations in high-intensity seismic zones, which affect the safety of prefabricated substations. Furthermore, aging or damage to the rubber in lead-core rubber bearings leads to performance degradation, and the series connection of lead-core rubber bearings causes performance instability. Additionally, the construction of seismic isolation systems for individual equipment is quite complex. Summary of the Invention

[0007] This invention aims to provide a seismic isolation system, seismic-resistant structure, and seismic-resistant structure design method for prefabricated substations suitable for high-altitude mountainous environments. This addresses the problems of existing seismic isolation systems, which struggle to solve the issues of tensile stress and excessive displacement in prefabricated substations in high-intensity seismic zones, affecting the safety of prefabricated substations; rubber aging or damage to lead-core rubber bearings leading to performance degradation; instability caused by series connection of lead-core rubber bearings; and the complexity of performing seismic isolation construction on individual equipment.

[0008] This invention is achieved using the following technical solution: This invention provides a seismic isolation system for prefabricated substations suitable for high-altitude mountainous environments, including a pull-out sliding friction pendulum support, a sliding friction pendulum support, and a viscous damper; the pull-out sliding friction pendulum support and the sliding friction pendulum support are arranged between the prefabricated substation and the seismic base, and the viscous damper is installed on the pull-out sliding friction pendulum support.

[0009] As a preferred technical solution: The tensile-resistant sliding friction pendulum support and the sliding friction pendulum support are arranged at the bottom of the channel steel layer of the prefabricated substation load-bearing equipment.

[0010] As a preferred technical solution: The prefabricated substation has a separate sliding friction pendulum support arranged below some of the voltage transformers.

[0011] As a preferred technical solution: The tensile-resistant sliding friction pendulum supports are arranged at the four corners of the bottom of the prefabricated substation.

[0012] As a preferred technical solution: The sliding friction direction of each anti-pull-out sliding friction pendulum support is along the long axis of the prefabricated substation.

[0013] As a preferred technical solution: Viscous dampers are symmetrically arranged at the bottom of the prefabricated substation, and the viscous dampers are connected between the upper and lower support plates of the pull-out sliding friction pendulum support.

[0014] The present invention further provides a seismic-resistant structure for a prefabricated substation suitable for high-altitude mountainous environments, including the aforementioned seismic isolation system for a prefabricated substation suitable for high-altitude mountainous environments, and also including a prefabricated substation and a seismic-resistant base. The seismic-resistant base, the seismic isolation system for the prefabricated substation, and the prefabricated substation are arranged sequentially from bottom to top, and the tensile-stretch sliding friction pendulum support and the sliding friction pendulum support are installed on the seismic-resistant base.

[0015] This invention further provides a design method for a seismic-resistant structure of a prefabricated substation suitable for high-altitude mountainous environments, comprising the following steps: S1: Initial setup of the seismic isolation system; S2: Establish a simulation model and conduct preliminary simulation analysis; S3: Adjust and optimize the layout of the seismic isolation system based on simulation results; S4: Structural bearing capacity verification and component performance evaluation; S5: Determine the final scheme of the seismic isolation system and seismic-resistant structure and conduct trial installation, and then carry out the actual on-site deployment.

[0016] As a preferred technical solution: Step S1 specifically includes: S101: Preliminary determination of the parameters of the components of the seismic isolation system; S102: Preliminarily determine the arrangement of the components of the seismic isolation system; Step S2 specifically includes: S201: Model Establishment; S202: Simulation operating condition settings; S203: Preliminary simulation calculation.

[0017] As a preferred technical solution: Step S3 specifically includes eccentricity verification and adjustment, support compressive stress verification and adjustment, overturning resistance verification and adjustment, and tensile stress and displacement adjustment; Step S4 specifically includes verification of the bearing capacity of the components in the seismic isolation zone, calculation of the stress on the components and reinforcement, and elastoplastic time history analysis and performance evaluation of rare earthquakes.

[0018] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are: 1. The prefabricated substation seismic isolation system of the present invention adopts a combination of pull-out resistant sliding friction pendulum bearings, sliding friction pendulum bearings, and viscous dampers. Because the pull-out resistant sliding friction pendulum bearings have a pull-out restraint structure, they can withstand a certain vertical tensile force under seismic action, are not prone to tensile failure, and have excellent tensile and vertical suppression capabilities. They can achieve vertical tensile restraint and are adaptable to high-altitude, high-seismic-intensity mountainous environments. For high-altitude mountainous prefabricated substations located near faults in high-intensity zones with site amplification effects, considering that their vertical seismic effects cannot be ignored, the use of pull-out resistant sliding friction pendulum bearings can prevent bearing failures such as detachment and fracture due to tension. Simultaneously, this bearing and the sliding friction pendulum bearing work in parallel to bear the load, evenly distributing the vertical load of the prefabricated substation to each bearing, further avoiding local tensile stress concentration exceeding the material's tolerance limit, thus solving the problem of existing seismic isolation systems being prone to tensile failure during earthquakes.

[0019] 2. Because this invention employs a combination of anti-pull-out sliding friction pendulum support, sliding friction pendulum support, and viscous damper, the sliding friction energy dissipation of the viscous damper and the support forms a dual energy dissipation, which can achieve synergistic energy dissipation, constrain deformation, significantly reduce the impact of earthquakes on the structure, and prevent the seismic isolation system from exceeding displacement limits during earthquakes. At the same time, the viscous damper can precisely control the displacement of the seismic isolation system under strong earthquakes, avoiding the problem of displacement exceeding limits. The seismic isolation system of this invention has high stability and can ensure that the substation and its internal equipment can still maintain normal operating conditions when encountering rare earthquakes, ensuring the safe operation of prefabricated substations in high-intensity areas.

[0020] 3. The anti-pull-out sliding friction pendulum bearing and the sliding friction pendulum bearing used in this invention are both rigid sliding friction bearings, which do not involve rubber and have no risk of failure such as rubber aging, oxidation, or cracking. They have excellent wear resistance, good environmental adaptability, and can maintain a stable sliding friction coefficient and load-bearing capacity for a long time. They can work stably in complex environments of high altitude and high intensity areas for a long time, solving the problem of the decline in seismic isolation performance of lead core rubber bearings due to rubber aging or damage, and extending the service life of the seismic isolation system.

[0021] 4. The anti-pull-out sliding friction pendulum support and the sliding friction pendulum support of the present invention adopt a parallel arrangement structure. The parallel arrangement allows each support to independently bear the load and cooperate with each other to stably bear the load, avoiding the overall system performance instability caused by the failure of a single support in the series structure, and solving the performance instability problem caused by the series connection of lead core rubber supports.

[0022] 5. The present invention uses a combination of anti-pull-out sliding friction pendulum support, sliding friction pendulum support and viscous damper as the seismic isolation layer of the prefabricated cabin substation, which has a good seismic isolation effect and eliminates the need for separate seismic isolation treatment of the equipment inside the prefabricated cabin, thus simplifying the construction process.

[0023] 6. Through reasonable selection and arrangement, this invention solves the problems of excessive tensile stress, excessive displacement, performance degradation of rubber bearings, poor series stability, and complex construction of existing seismic isolation systems during earthquake operations. At the same time, it optimizes energy dissipation performance and adapts to the special working conditions of prefabricated modular substations in high-altitude and high-intensity mountainous areas. It significantly improves the safety, stability, and ease of construction of the seismic isolation system, providing a reliable guarantee for the seismic safety of prefabricated modular substations in this region.

[0024] 7. This invention integrates the prefabricated substation with the seismic isolation system into a single design, and completes modular design and trial assembly before delivery, which greatly simplifies the on-site construction process and improves assembly efficiency.

[0025] 8. Finite element simulation verification shows that after adopting this invention, the average peak acceleration attenuation rate of the internal equipment of the prefabricated substation can reach about 41.7%, which significantly reduces the impact of earthquakes on the substation and its internal equipment, ensuring that it can still maintain normal operation under rare earthquakes and enhancing its seismic protection capabilities. Attached Figure Description

[0026] Figure 1 This is a structural schematic diagram of the prefabricated cabin-type substation seismic isolation system suitable for high-altitude mountainous environments as described in this invention.

[0027] Figure 2 This is a schematic diagram of the arrangement of the sliding friction pendulum support described in this invention.

[0028] Figure 3 This is a schematic diagram of the arrangement of the anti-pull-out sliding friction pendulum support described in this invention.

[0029] Figure 4 This is a schematic diagram of the arrangement of the viscous damper described in this invention.

[0030] Figure 5 This is a layout diagram of the main electrical equipment in a prefabricated substation.

[0031] Figure 6 This is a schematic diagram of the prefabricated modular substation seismic-resistant structure (seismic base not shown) suitable for high-altitude mountainous environments, as described in this invention.

[0032] Figure 7 This is a schematic diagram of the sliding friction pendulum support described in this invention.

[0033] Figure 8 This is a schematic diagram of the anti-pull-out sliding friction pendulum support described in this invention.

[0034] Figure 9 This is a schematic diagram of the installation of the viscous damper described in this invention.

[0035] Icons: 10 - Seismic isolation system, 20 - Prefabricated substation, 100 - Pull-out resistance sliding friction pendulum bearing, 200 - Sliding friction pendulum bearing, 300 - Viscous damper. Detailed Implementation

[0036] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0037] Example 1 like Figures 1-6 As shown, this embodiment proposes a seismic isolation system for prefabricated substations suitable for high-altitude mountainous environments, including a pull-out sliding friction pendulum bearing 100, a sliding friction pendulum bearing 200, and a viscous damper 300; the pull-out sliding friction pendulum bearing 100 and the sliding friction pendulum bearing 200 are arranged between the prefabricated substation 20 and the seismic base, the seismic base is used to be installed on the foundation, and the viscous damper 300 is installed on the pull-out sliding friction pendulum bearing 100.

[0038] Preferably, the pull-out resistant sliding friction pendulum support 100 and the sliding friction pendulum support 200 are arranged at the bottom of the channel steel layer of the prefabricated substation 20 bearing equipment, and the channel steel layer is the bottom structure of the prefabricated substation 20.

[0039] Preferably, in the prefabricated substation, a sliding friction pendulum support 200 is separately arranged below each of the 20 main voltage transformers. The "main voltage transformers" refer to the larger and heavier voltage transformers. Figure 5 As shown in the figure, positions "1, 2, and 3" represent the main voltage transformers, each with a separate sliding friction pendulum support 200 positioned below it. The remaining sliding friction pendulum supports 200 are arranged around the bottom of the prefabricated substation 20. The main function of the sliding friction pendulum supports 200 is to reduce the stress on the prefabricated substation 20 during an earthquake, mitigating the impact of the earthquake on the prefabricated substation 20. This allows the prefabricated substation 20 to rebound and move relative to the ground during an earthquake, thus preventing damage and improving the safety and durability of the prefabricated substation 20. Under uneven load conditions, the sliding friction pendulum supports 200 can also distribute the load, reducing the load concentration of the prefabricated substation 20.

[0040] Preferably, the pull-out sliding friction pendulum support 100 is arranged at the four corners of the bottom of the prefabricated substation 20 and at the locations where tensile stress occurs in the prefabricated substation 20 under different rare seismic waves.

[0041] The primary function of the pull-out resistant sliding friction pendulum bearing 100 is to reduce the impact force of an earthquake on the prefabricated substation 20 and its equipment during an earthquake by using friction and relative sliding between the bearing and the bearing, thereby effectively reducing the destructive impact of the earthquake on the prefabricated substation 20 and its equipment. Simultaneously, the pull-out resistant sliding friction pendulum bearing 100 is unaffected by natural environmental factors such as temperature and humidity, resulting in a longer service life. During an earthquake, the pull-out resistant sliding friction pendulum bearing 100 dissipates the earthquake's energy through friction and sliding, and transmits the vibration to the seismic-resistant base, thus achieving seismic isolation protection for the prefabricated substation 20 and its equipment.

[0042] Unlike traditional bearings, the pull-out sliding friction pendulum bearing 100 is designed with a focus on stability in both horizontal and vertical directions. This prevents the bearing from detaching or deforming during earthquakes, ensuring the integrity and reliability of the seismic isolation system 10.

[0043] The arrangement of the pull-out sliding friction pendulum support 100 is to replace the sliding friction pendulum support 200 at the position of tensile stress under different rare seismic waves with the pull-out sliding friction pendulum support 100 of the same diameter. The pull-out sliding friction pendulum support 100 is usually set on the important support points of the prefabricated substation or equipment.

[0044] The tensile-resistant sliding friction pendulum support 100 and the sliding friction pendulum support 200 are used together to make full use of the advantages of both and achieve the purpose of improving vibration isolation.

[0045] Preferably, the sliding friction direction of each anti-pull-out sliding friction pendulum support 100 is along the long axis of the prefabricated substation 20.

[0046] Preferably, the viscous dampers 300 are symmetrically arranged at the bottom of the prefabricated substation 20, specifically at the four corners of the bottom of the prefabricated substation 20, and the viscous dampers 300 are connected between the upper and lower support plates of the pull-out sliding friction pendulum support 100, such as... Figure 9 As shown, for example, the viscous damper 300 is fixedly connected to the anti-pull-out sliding friction pendulum support 100 through connecting parts such as steel connecting rods or connecting plates, to ensure that it can effectively play the role of energy dissipation and displacement control under seismic action. Appropriate connecting parts are set according to the specifications and requirements of the viscous damper 300 and the friction pendulum support.

[0047] The functions of the viscous damper 300 are as follows: First, it can consume the structural kinetic energy, thereby reducing the impact of earthquakes or other external forces on the prefabricated substation 20 and playing a role in vibration reduction and energy reduction; second, it can control the dynamic response of the prefabricated substation 20 by increasing the damping ratio, so that the structural vibration is not too large, thereby controlling the structural vibration and reducing structural fatigue; third, it can reduce the impact of earthquakes or other external forces on the structure, thereby improving the safety of the structure and reducing the risk of structural failure.

[0048] The arrangement of the viscous dampers 300 is determined based on the displacement of the seismic isolation system 10 under rare earthquake action. To ensure that the displacement of the seismic isolation system 10 does not exceed the limit under the action of different rare earthquake waves, a symmetrical arrangement is ultimately adopted.

[0049] When an earthquake or other external force acts on the prefabricated substation 20, the friction pendulum support can reduce the impact of the earthquake or other external force on the prefabricated substation 20, thereby reducing the vibration of the prefabricated substation 20; while the damper can reduce the vibration of the prefabricated substation 20 by consuming energy, thereby further enhancing the seismic isolation effect.

[0050] The above methods can effectively isolate the prefabricated substation 20 in high-altitude and high-intensity mountainous areas, ensuring its structural stability and normal operation under seismic action.

[0051] Preferably, the anti-pull-out sliding friction pendulum support 100, the viscous damper 300, and the sliding friction pendulum support 200 can be existing products. This embodiment provides an example of the sliding friction pendulum support 200 and the anti-pull-out sliding friction pendulum support 100, such as... Figure 7 and Figure 8 As shown.

[0052] The prefabricated substation seismic isolation system of the present invention adopts a combination of pull-out resistant sliding friction pendulum bearing 100, sliding friction pendulum bearing 200, and viscous damper 300. Since the pull-out resistant sliding friction pendulum bearing 100 has a pull-out constraint structure, it can withstand a certain vertical tensile force under seismic action and is not prone to tensile failure. It has excellent tensile strength and vertical suppression ability, and can achieve vertical tensile constraint. It can adapt to the high-altitude and high-seismic-intensity mountain environment. For high-altitude mountain prefabricated substations located near faults in high-intensity areas and with site amplification effects, considering that the vertical seismic effect cannot be ignored, the use of pull-out resistant sliding friction pendulum bearing 100 can avoid failure phenomena such as bearing detachment and fracture due to tension. At the same time, this bearing and the sliding friction pendulum bearing 200 are connected in parallel to cooperate in bearing the load, and the vertical load of the prefabricated substation 20 is evenly distributed to each bearing, further avoiding local tensile stress concentration exceeding the material tolerance limit value, thereby solving the problem that the existing seismic isolation system 10 is prone to tensile failure during earthquakes.

[0053] Because the present invention employs a combination of anti-pull-out sliding friction pendulum support 100, sliding friction pendulum support 200, and viscous damper 300, the viscous damper 300 and the sliding friction energy dissipation of the support form a dual energy dissipation, which can achieve synergistic energy dissipation, constrain deformation, significantly reduce the impact of earthquake on the structure, and prevent the seismic isolation system 10 from exceeding the displacement limit during an earthquake, the seismic isolation system 10 of the present invention has high stability and can ensure that the substation and its internal equipment can still maintain normal operation when encountering rare earthquakes, thus ensuring the safe operation of the prefabricated substation 20 in high-intensity areas.

[0054] The anti-pull-out sliding friction pendulum support 100 and sliding friction pendulum support 200 used in this invention are both rigid sliding friction supports, which do not involve rubber and have no risk of failure such as rubber aging, oxidation, or cracking. They have excellent wear resistance and can maintain a stable sliding friction coefficient and load-bearing capacity for a long time, thus solving the problem of reduced vibration isolation performance of lead core rubber supports due to rubber aging or damage.

[0055] The anti-pull-out sliding friction pendulum support 100 and the sliding friction pendulum support 200 of the present invention adopt a parallel arrangement structure. The parallel arrangement allows each support to independently bear the load and cooperate with each other to stably bear the load, avoiding the overall system performance instability caused by the failure of a single support in the series structure, and solving the performance instability problem caused by the series connection of lead core rubber supports.

[0056] The present invention uses a combination of tensile-resistant sliding friction pendulum support 100, sliding friction pendulum support 200 and viscous damper 300 as the seismic isolation layer of prefabricated cabin substation 20, which has a good seismic isolation effect and eliminates the need for separate seismic isolation treatment of equipment inside the prefabricated cabin, thus simplifying the construction process.

[0057] In summary, this invention solves the problems of excessive tensile stress, excessive displacement, performance degradation of rubber bearings, poor series stability, and complex construction of existing seismic isolation systems 10 under earthquake operations through reasonable selection and layout. At the same time, it optimizes energy consumption performance and adapts to the special working conditions of prefabricated substations 20 in high-altitude and high-intensity mountainous areas, greatly improving the safety, stability, and ease of construction of seismic isolation systems 10.

[0058] Example 2 like Figure 6 As shown, this embodiment proposes a seismic-resistant structure for a prefabricated substation suitable for high-altitude mountainous environments. It includes the prefabricated substation isolation system 10 for high-altitude mountainous environments described in Embodiment 1, as well as a prefabricated substation 20 and a seismic-resistant base. The seismic-resistant base, the prefabricated substation isolation system 10, and the prefabricated substation 20 are arranged sequentially from bottom to top. The tensile-stretch sliding friction pendulum support 100 and the sliding friction pendulum support 200 are installed on the seismic-resistant base.

[0059] Preferably, an arch or pad is provided between the sliding friction pendulum support 200 and the prefabricated substation 20 and the seismic base. The sliding friction pendulum support 200 is fixedly connected to the prefabricated substation 20 and the seismic base through the arch or pad to realize the transfer of load.

[0060] Preferably, the upper part of the anti-pull-out sliding friction pendulum support 100 is fixedly connected to the prefabricated substation 20, and the lower part of the anti-pull-out sliding friction pendulum support 100 is fixedly connected to the seismic base.

[0061] Preferably, the seismic base includes multiple base modules, which are assembled to form the seismic base as a whole.

[0062] Example 3 This embodiment proposes a design method for a seismic-resistant structure of a prefabricated substation suitable for high-altitude mountainous environments, as described in Embodiment 2, including the following steps: S1: Initial arrangement of seismic isolation system 10; Step S1 specifically includes: S101: Preliminary determination of the parameters of the components of the seismic isolation system 10: Based on the seismic parameters of the high-altitude and high-intensity zone, the weight, size and internal equipment distribution of the prefabricated substation 20, the model and quantity of the pull-out sliding friction pendulum support 100 and the sliding friction pendulum support 200 are preliminarily selected, and the type, parameters and size of the viscous damper 300 are selected. S102: Preliminary determination of the arrangement of the components of the seismic isolation system 10: The sliding friction pendulum bearing 200 is arranged separately below the main transformer, and the remaining sliding friction pendulum bearings 200 are arranged around the bottom of the prefabricated substation 20; the pull-out resistant sliding friction pendulum bearings 100 are initially arranged at the four corners of the bottom of the prefabricated substation 20; the viscous damper 300 is installed on the pull-out resistant sliding friction pendulum bearings 100 at the four corners of the bottom of the prefabricated substation 20.

[0063] S2: Establish a simulation model and conduct preliminary simulation analysis; Step S2 specifically includes: S201: Model Establishment: Establish finite element simulation models of prefabricated substation 20, seismic isolation system 10, and seismic base, and incorporate individual power equipment into the overall structure of the seismic isolation system for seismic analysis; S202: Simulation Condition Setting: Simulate the structural response under seismic loading, and input the seismic wave parameters corresponding to high-altitude and high-intensity areas; S203: Preliminary simulation calculation: Calculate the eccentricity of the stiffness center and mass center of the seismic isolation system 10, the overturning moment of the seismic isolation system 10, the vertical compressive stress of each support, the displacement of the seismic isolation system 10, and the stress distribution of each part of the seismic structure.

[0064] S3: Adjust and optimize the layout of the seismic isolation system 10 based on simulation results; Step S3 specifically includes: Eccentricity verification and adjustment: The seismic isolation design standard requires that the stiffness center and mass center of the seismic isolation system coincide, and the eccentricity should not exceed 3% under the action of the design intensity earthquake; if the eccentricity exceeds the limit, adjust the position or number of sliding friction pendulum bearing 200 and pull-out sliding friction pendulum bearing 100 until the eccentricity requirement is met. Bearing compressive stress verification and adjustment: The building seismic isolation design standard requires that the vertical compressive stress values ​​of each friction pendulum bearing in the seismic isolation system 10 be uniform. Under the representative value of the gravity load of the superstructure, the vertical compressive stress of each bearing should not exceed the limit of 25MPa for Class B buildings. Under the action of a rare earthquake (magnitude 8 or above), the maximum vertical compressive stress of the friction pendulum bearing should not exceed the limit of 50MPa for Class B buildings. If the compressive stress does not meet the requirements, adjust the number or size of the bearings (such as reducing the number of bearings and replacing individual bearings with large-diameter bearings with large compressive stress), and recalculate until the standard is met. Overturning resistance calculation and adjustment: The building seismic isolation design standard requires that the seismic isolation system 10 be subjected to overturning resistance calculation, and the ratio of the overturning moment generated by the representative value of the gravity load of the superstructure to the overturning moment under rare earthquakes be calculated. This ratio shall not be less than 1.1. If the requirement is not met, the arrangement position or number of the pull-out sliding friction pendulum bearings 100 shall be adjusted to increase the overturning resistance, and the simulation shall be repeated.

[0065] Tensile stress and displacement adjustment: Based on the simulation results, the sliding friction pendulum support 200 at the location of tensile stress in the seismic structure is replaced with a pull-out resistant sliding friction pendulum support 100 of the same diameter; check the displacement of the seismic isolation system 10 under rare earthquake action. If the displacement exceeds the limit, adjust the parameters or arrangement of the viscous damper 300 to ensure that the displacement of the seismic isolation system 10 is within the allowable range.

[0066] S4: Structural bearing capacity verification and component performance evaluation; Step S4 specifically includes: Bearing capacity verification of components in the seismic isolation zone: The seismic isolation design standard requires that the bearing capacity of the components in the seismic isolation zone (the connecting components on the upper and lower sides of the support) be verified under rare earthquake action. They must meet the requirements of bending resistance and shear elasticity, while taking into account the additional bending moment caused by the large deformation of the friction pendulum support.

[0067] Component stress calculation and reinforcement: The stress of the seismic isolation zone under major earthquake is initially calculated by combining the complex vibration decomposition response spectrum method with iterative stiffness and damping method, and the reinforcement design of the foundation and base is carried out.

[0068] Elastoplastic Time History Analysis and Performance Assessment of Rare Earthquakes: Elastoplastic time history analysis was conducted for rare earthquakes. The seismic performance design of the structure was carried out in accordance with the Technical Specification for Concrete Structures of High-Rise Buildings. The damage degree of the internal equipment, surrounding baffles, bottom channel steel layer, foundation and base concrete and internal reinforcement of the prefabricated substation 20 was assessed. Among them, the damage degree of concrete materials and metal frame (mainly including channel steel layer) is expressed by damage factor. The damage degree judgment standard of channel steel layer is similar to that of steel. Channel steel layer mainly bears vertical load and has bidirectional force transmission properties. When the compressive damage of channel steel layer within half span width reaches 0.5, it is not enough to cause serious damage leading to collapse, but further design optimization is required.

[0069] The degree of component damage is assessed according to the seismic performance design of the structure in the Technical Specification for Concrete Structures of High-Rise Buildings. The seismic performance of the structure is divided into five levels, and the corresponding degree of component damage is divided into five levels: no damage, slight damage, minor damage, moderate damage, and relatively serious damage.

[0070] S5: Determine the final scheme of the seismic isolation system 10 and the seismic-resistant structure and conduct trial installation, and then carry out the actual on-site deployment; Step S5 specifically includes: S501: Scheme Determination and Trial Assembly: Based on the above simulation optimization and verification results, determine the final parameters, layout positions and connection methods of each component of the seismic isolation system 10, determine the overall design scheme of the seismic-resistant structure, and conduct trial assembly before leaving the factory; S502: On-site actual layout: According to the design plan, the advanced seismic base is installed and fixed on the construction site to ensure that the levelness and stability of the base meet the requirements; the tensile-pull-out sliding friction pendulum support 100 and the sliding friction pendulum support 200 are fixed on the seismic base according to the determined position, and then the viscous damper 300 is installed; the prefabricated substation 20 is hoisted above the seismic isolation system 10, precisely connected and fixed with each support, and the on-site layout of the overall seismic structure is completed.

[0071] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A prefabricated substation seismic isolation system suitable for high-altitude mountainous environments, characterized in that: It includes a pull-out sliding friction pendulum support, a sliding friction pendulum support, and a viscous damper; the pull-out sliding friction pendulum support and the sliding friction pendulum support are used to be arranged between the prefabricated substation and the seismic base, and the viscous damper is installed on the pull-out sliding friction pendulum support.

2. The prefabricated substation seismic isolation system suitable for high-altitude mountainous environments according to claim 1, characterized in that: The tensile-resistant sliding friction pendulum support and the sliding friction pendulum support are arranged at the bottom of the channel steel layer of the prefabricated substation load-bearing equipment.

3. The prefabricated substation seismic isolation system suitable for high-altitude mountain environments according to claim 1, characterized in that: The prefabricated substation has a separate sliding friction pendulum support arranged below some of the voltage transformers.

4. The prefabricated substation seismic isolation system suitable for high-altitude mountainous environments according to claim 1, characterized in that: The tensile-resistant sliding friction pendulum supports are arranged at the four corners of the bottom of the prefabricated substation.

5. The prefabricated substation seismic isolation system suitable for high-altitude mountain environments according to claim 1, characterized in that: The sliding friction direction of each anti-pull-out sliding friction pendulum support is along the long axis of the prefabricated substation.

6. The prefabricated substation seismic isolation system suitable for high-altitude mountain environments according to claim 1, characterized in that: Viscous dampers are symmetrically arranged at the bottom of the prefabricated substation, and the viscous dampers are connected between the upper and lower support plates of the pull-out sliding friction pendulum support.

7. A seismic-resistant structure for a prefabricated modular substation suitable for high-altitude mountainous environments, characterized in that: The system includes the prefabricated substation isolation system suitable for high-altitude mountainous environments as described in any one of claims 1-6, and also includes the prefabricated substation and the seismic base. The seismic base, the prefabricated substation isolation system, and the prefabricated substation are arranged sequentially from bottom to top, and the pull-out sliding friction pendulum support and the sliding friction pendulum support are installed on the seismic base.

8. A design method for a seismic-resistant structure of a prefabricated modular substation suitable for high-altitude mountainous environments as described in claim 7, characterized in that: Includes the following steps: S1: Initial setup of the seismic isolation system; S2: Establish a simulation model and conduct preliminary simulation analysis; S3: Adjust and optimize the layout of the seismic isolation system based on simulation results; S4: Structural bearing capacity verification and component performance evaluation; S5: Determine the final scheme of the seismic isolation system and seismic-resistant structure and conduct trial installation, and then carry out the actual on-site deployment.

9. The design method for seismic-resistant structures of prefabricated modular substations suitable for high-altitude mountainous environments according to claim 8, characterized in that: Step S1 specifically includes: S101: Preliminary determination of the parameters of the components of the seismic isolation system; S102: Preliminarily determine the arrangement of the components of the seismic isolation system; Step S2 specifically includes: S201: Model Establishment; S202: Simulation operating condition settings; S203: Preliminary simulation calculation.

10. The design method for seismic-resistant structures of prefabricated modular substations suitable for high-altitude mountainous environments according to claim 9, characterized in that: Step S3 specifically includes eccentricity verification and adjustment, support compressive stress verification and adjustment, overturning resistance verification and adjustment, and tensile stress and displacement adjustment; Step S4 specifically includes verification of the bearing capacity of the components in the seismic isolation zone, calculation of the stress on the components and reinforcement, and elastoplastic time history analysis and performance evaluation of rare earthquakes.

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