A prefabricated base of a transformer and a selection method of a U-shaped energy dissipation component thereof

Abstract

The application discloses a transformer prefabricated base and a U-shaped energy consumption component selection method thereof. The transformer prefabricated base comprises a base body which is assembled based on a prefabricated component and is installed in a main body structure and separated from the main body structure; and a damping module which is connected between the base body and the main body structure and is used for energy consumption and anti-collision damping through the damping effect of the U-shaped energy consumption component. The U-shaped energy consumption component selection method is used for the transformer prefabricated base. The separation design is adopted to replace the rigid connection, the path of the seismic force transmitted from the main body structure to the base body is cut off, the decoupling of the seismic effect between the base body and the main body structure is realized, the seismic response amplitude and displacement offset of the transformer are significantly reduced, and the seismic redundancy of the foundation is greatly improved. The damping module is arranged between the base body and the main body structure, direct collision damage between the base body and the main body structure under the action of the earthquake or deformation is prevented, the damping effect is achieved, and the seismic safety and structural redundancy are improved.

Description

Technical Field

[0001] This invention relates to the field of transformer base technology, specifically to a prefabricated transformer base and a method for selecting its U-shaped energy-dissipating components. Background Technology

[0002] Transformers are core electrical equipment in substations, and their seismic safety directly determines the operational stability of the power system. As heavy equipment, a single transformer can weigh hundreds of tons. Due to their excessive load, they usually cannot be placed directly on the floor slab and require a separate foundation. Although existing indoor substation transformer foundations have separate foundations, they are usually still connected to the main structure. That is, while the transformer base and the main structure are considered to be separated, they are not completely separated. In areas with high seismic fortification intensity, the main structure will generate vibration acceleration and displacement responses under earthquake action. If there is insufficient deformation space between the main structure and the transformer base, they will collide, causing structural damage. At the same time, such collisions will endanger the safety of the transformer equipment, leading to transformer tilting, displacement, or even equipment failure, causing power outages and affecting the continuous and stable operation of the power system. Summary of the Invention

[0003] The technical problem to be solved by this invention is that the main structure and the transformer base are rigidly connected. The purpose is to provide a method for selecting a prefabricated transformer base and its U-shaped energy-dissipating components to solve the above-mentioned problem.

[0004] This invention is achieved through the following technical solution:

[0005] In a first aspect, the present invention provides a transformer prefabricated base, comprising:

[0006] The base body is assembled based on prefabricated components, and the base body is installed in the main structure and separated from the main structure;

[0007] The shock absorption module connects the base body and the main structure, and is used to absorb energy and prevent impact shocks through the damping effect of the U-shaped energy-dissipating component.

[0008] In one possible design, the base body includes a foundation, piles, anti-collision beams, and a base.

[0009] The foundation has a basic shape and thickness, and the bottom surface of the foundation is connected to the piles, while the top surface of the foundation is equipped with anti-collision beams and bases.

[0010] Several piles are provided and evenly distributed on the bottom surface of the pile cap;

[0011] The anti-collision beam is set around the edge of the top surface of the pier and forms a first mounting groove adapted to the base. The base is installed in the first mounting groove, and the first mounting groove also serves as an oil collection pool.

[0012] In one possible design, the pier has several sides, and correspondingly, the crash beam includes several sub-plates, with each sub-plate installed on one side of the pier.

[0013] Each sub-slab has an outwardly extending anchoring bar at its end. When two adjacent sub-slabs are connected, the anchoring bars are staggered. A pouring layer is provided at the connection between the two sub-slabs to cover the anchoring bars.

[0014] In one possible design, the damping module comprises, arranged sequentially from bottom to top:

[0015] The water-stopping structure includes a water-stopping strip that connects the base body and the main structure at both ends, and a waterproof sealing layer located at the connection of the water-stopping strip. Accordingly, the water-stopping structure forms a continuous and closed seepage-proof structure through the water-stopping strip and the waterproof sealing layer.

[0016] The damping and limiting unit is connected to the base body and the main structure at both ends, and accordingly, the damping and limiting unit includes a U-shaped energy dissipation component;

[0017] The cover plate is connected to the main structure at one end and is provided with a support block for connecting the cover plate and the main structure; the other end extends towards the base body and has a reserved gap, which is filled with an embedded sealing layer for forming a flexible connection.

[0018] In one possible design, the damping and limiting unit includes:

[0019] Two preloaded disc springs are provided and spaced apart vertically to dissipate energy before the main structure yields and to reduce residual displacement.

[0020] The structural plate has two and is located between two pre-compressed disc springs. One structural plate is connected to the main structure and extends towards the base body, while the other structural plate is connected to the base body and extends towards the main structure. Accordingly, the two structural plates partially overlap and form a second mounting groove for installing the U-shaped energy-dissipating component.

[0021] The U-shaped energy-dissipating component has two openings that are installed opposite each other in the second mounting groove, and is used to dissipate energy and prevent collisions and shocks through damping.

[0022] In one possible design, the damping module also includes a filler layer that extends upward from the self-sealing strip.

[0023] Secondly, the present invention provides a method for selecting a U-shaped energy-dissipating component for the aforementioned transformer prefabricated base, comprising the following steps:

[0024] Calculation of displacement at the top surface of the mezzanine: The displacement of the mezzanine is analyzed based on the modal decomposition method, and the seismic effect is corrected by the modal participation factor to obtain the displacement at the top surface of the mezzanine based on the story height of the main structure.

[0025] Energy dissipation calculation of U-shaped energy-dissipating components: Obtain the hysteresis skeleton curve based on the idealized hysteresis model; draw the idealized hysteresis curve based on the displacement of the top surface of the interlayer to obtain the single-turn hysteresis energy dissipation of the U-shaped energy-dissipating component;

[0026] Selection of U-shaped energy dissipation components: Based on the width of the expansion joint between the base body and the main structure, pre-select several models of U-shaped energy dissipation components; calculate the single-turn hysteretic energy dissipation of the U-shaped energy dissipation component under the displacement of the top surface of the interlayer based on the energy dissipation calculation of the U-shaped energy dissipation component; obtain the maximum single-turn hysteretic energy dissipation required according to the engineering design; and determine the model and quantity of U-shaped energy dissipation components.

[0027] In one possible design, the displacement calculation based on the top surface of the mezzanine includes the following steps:

[0028] Assuming the main structure is no more than 40m high, the structure is mainly subjected to shear deformation and the mass and stiffness are relatively uniformly distributed along the height, the seismic action causes the top plate of the mezzanine to displace.

[0029] The displacement of the mezzanine top surface is analyzed based on the modal decomposition method. The first mode of the structure is taken as the dominant mode, and the displacement response corresponding to the mode is calculated as an equivalent single-degree-of-freedom system. The seismic effect is corrected by the modal participation coefficient. The first natural period of the main structure is approximately calculated by the energy method. The displacement of the mezzanine top surface based on the mode value of the first mode in the mezzanine and the maximum displacement of the main structure tower top is obtained. The maximum displacement of the main structure tower top is based on the seismic response spectrum, the first natural period of the main structure and the modal participation system. The modal participation coefficient is also obtained based on the first mode vector, mass matrix, gravity load of each floor and gravity load of each floor as horizontal force for the horizontal displacement of the floor.

[0030] Assuming the first mode shape is distributed in an inverted triangle, we simplify and obtain the mode shape value of the first mode shape in the mezzanine based on the height of a certain floor and the total height of the floor, the mode participation coefficient based on the height of a certain floor and the gravity load of each floor, and the first natural period of the main structure based on the gravitational acceleration, the height of a certain floor and the gravity load of each floor.

[0031] Based on the relationship between the seismic response spectrum and the seismic influence coefficient, and since the seismic influence coefficient is determined by the first natural period of the main structure and the site conditions of the main structure, the displacement of the mezzanine top surface based on a certain floor height and the seismic influence coefficient is simplified and obtained.

[0032] When the site conditions of the main structure meet the requirements that the mass and height of each floor are equal, the system can be further simplified to obtain the mode participation coefficient based on the number of floors of the main structure, the first natural period of the main structure based on gravitational acceleration, total floor height and the number of floors of the main structure, and the displacement of the mezzanine top surface based on the seismic influence coefficient and the floor height.

[0033] In one possible design, the energy dissipation calculation based on the U-shaped energy-dissipating component includes the following steps:

[0034] Assume the geometric parameters of the U-shaped energy-dissipating component, including the lengths of the two straight arms, the radius of the bottom arc, the width of the component, and its thickness;

[0035] Based on the bilinear skeleton curve, an idealized hysteresis model of the U-shaped energy dissipation component is established. The idealized hysteresis model includes the pre-yield curve based on the initial stiffness and displacement, and the post-yield curve based on the yield force, post-yield stiffness, displacement and post-yield displacement.

[0036] Assuming that the bending deformation of the U-shaped energy dissipation component only occurs in the arc segment, the initial stiffness based on the geometric parameters of the U-shaped energy dissipation component is calculated and obtained; based on the plasticity correction coefficient, the post-yield stiffness is obtained from the initial stiffness; based on the geometric parameters of the U-shaped energy dissipation component, the yield force based on the geometric parameters and yield strength of the U-shaped energy dissipation component is obtained, as well as the yield displacement based on the geometric parameters and yield strength of the U-shaped energy dissipation component.

[0037] The obtained initial stiffness, post-yield stiffness, yield force, and yield displacement are substituted into the idealized hysteresis model of the U-shaped energy dissipation component to obtain the hysteresis skeleton curve based on the geometric parameters of the U-shaped energy dissipation component.

[0038] The single-turn hysteresis energy dissipation of a U-shaped energy-dissipating component is equal to the area of ​​one turn of the hysteresis curve. Based on the hysteresis skeleton curve, an idealized hysteresis curve is drawn by the displacement of the top surface of the interlayer; or, a simplified calculation formula is obtained based on the hysteresis skeleton curve of the geometric parameters of the U-shaped energy-dissipating component, and the single-turn hysteresis energy dissipation of the U-shaped energy-dissipating component is obtained through the simplified calculation formula.

[0039] In one possible design, based on the selection of U-shaped energy-dissipating components, the following are included:

[0040] Based on the width of the expansion joint between the base body and the main structure, several models of U-shaped energy-dissipating components are pre-selected.

[0041] Based on the energy dissipation calculation of the U-shaped energy dissipation component, the single-turn hysteretic energy dissipation of the U-shaped energy dissipation component under the displacement of the top surface of the mezzanine is obtained. Based on the engineering design, the required maximum single-turn hysteretic energy dissipation is obtained, and the model and quantity of the U-shaped energy dissipation component are determined.

[0042] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0043] A decoupled design replaces the rigid connection, separating the base body from the main structure with a gap. This prevents the base body from establishing a rigid connection with the floor slabs or other structural elements of the main structure, cutting off the path for the main structure to transmit seismic forces to the base body. This decoupling of the base body from the main structure under seismic forces significantly reduces the seismic response amplitude and displacement of the transformer, preventing transformer misalignment and damage, ensuring the operational stability of power equipment under seismic conditions, and greatly improving the seismic redundancy of the foundation. Furthermore, damping modules are installed between the base body and the main structure, preventing direct collision damage under earthquake or deformation forces and providing damping and vibration reduction effects, further improving the seismic safety and structural redundancy of the entire system. Attached Figure Description

[0044] To more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the accompanying drawings used in the embodiments will be briefly described below. It should be understood that the following drawings only show some embodiments of the present invention and should not be considered as a limitation of the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort. In the drawings:

[0045] Figure 1 This is an assembly diagram of a prefabricated transformer base being assembled onto the main structure.

[0046] Figure 2 This is a schematic diagram of the base body.

[0047] Figure 3 This is a schematic diagram of the exploded structure of the base body.

[0048] Figure 4 This is a schematic diagram showing the connection between the foundation and the crash beam.

[0049] Figure 5 This is a schematic diagram showing the connection between two adjacent sub-plates in a crash beam.

[0050] Figure 6 This is a schematic diagram of the shock absorption module assembly.

[0051] Figure 7 This is a schematic diagram of the isometric assembly of the vibration damping module.

[0052] Figure 8 This is a structural schematic diagram of a U-shaped energy-dissipating component, with the geometric parameters of the U-shaped energy-dissipating component marked on the diagram.

[0053] Figure 9 This is a schematic diagram of the static numerical simulation of a U-shaped energy-dissipating component in the finite element method.

[0054] Figure 10 This is a schematic diagram of the loading obtained from the finite element simulation.

[0055] Figure 11 This is a hysteresis curve obtained from the finite element simulation.

[0056] The attached diagram shows the markings and corresponding component names:

[0057] 1. Base body; 101. Foundation; 102. Piles; 103. Anti-collision beam; 104. Base; 105. First mounting groove; 106. Sub-plate; 107. Anchoring reinforcement; 108. Reserved hole; 109. Anchor rod; 110. Grouting port; 111. Grout inlet; 112. Grout outlet; 113. Grouting sleeve; 2. Vibration damping module; 201. Water-stopping structure; 202. Vibration damping limiter 203. Cover plate; 204. Waterstop; 205. Pre-compression disc spring; 206. Structural plate; 207. U-shaped energy dissipation component; 208. Second mounting groove; 209. Support block; 210. Reserved joint; 3. Main structure; 301. Ground structural plate; 302. Main structural column; 303. Main structural beam; 304. Mezzanine top plate; 305. Expansion joint; 306. Main structural foundation. Detailed Implementation

[0058] To make the objectives, technical solutions, and advantages of the present invention clearer, the present invention will be further described in detail below with reference to the embodiments and accompanying drawings. The illustrative embodiments and descriptions of the present invention are only used to explain the present invention and are not intended to limit the present invention.

[0059] In the following description, numerous specific details are set forth in order to provide a thorough understanding of the invention. However, it will be apparent to those skilled in the art that these specific details are not necessary to practice the invention. In other embodiments, well-known structures, circuits, materials, or methods have not been specifically described in order to avoid obscuring the invention.

[0060] Throughout this specification, references to "an embodiment," "an example," or "an example" mean that a particular feature, structure, or characteristic described in connection with that embodiment or example is included in at least one embodiment of the invention. Therefore, the phrases "an embodiment," "an example," "an example," or "an example" appearing in various places throughout the specification do not necessarily refer to the same embodiment or example. Furthermore, specific features, structures, or characteristics can be combined in one or more embodiments or examples in any suitable combination and / or sub-combination. Moreover, those skilled in the art will understand that the illustrations provided herein are for illustrative purposes and are not necessarily drawn to scale. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0061] In the description of this invention, the terms "front", "rear", "left", "right", "up", "down", "vertical", "horizontal", "high", "low", "inner", and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this 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. Therefore, they should not be construed as limiting the scope of protection of this invention.

[0062] Example 1:

[0063] like Figures 1-8 As shown, a prefabricated transformer base includes:

[0064] The base body 1 is assembled based on prefabricated components, and the base body 1 is installed in the main structure 3 and is detached from the main structure 3;

[0065] The shock absorption module 2 connects the base body 1 and the main structure 3, and is used to absorb energy and prevent collisions through the damping effect of the U-shaped energy-absorbing component 207.

[0066] The prefabricated transformer base adopts a decoupled design instead of a rigid connection. The base body 1 is separated from the main structure 3 with a gap, preventing the base body 1 from establishing a rigid connection with the floor slabs or other structures of the main structure 3. This cuts off the path for the main structure 3 to transmit seismic forces to the base body 1, decoupling the base body 1 from the main structure 3 under seismic forces. This significantly reduces the seismic response amplitude and displacement of the transformer, preventing transformer misalignment and damage, ensuring the operational stability of the power equipment under seismic conditions, and greatly improving the seismic redundancy of the foundation. Furthermore, a damping module 2 is installed between the base body 1 and the main structure 3, which not only prevents direct collision damage between the two under earthquake or deformation, but also provides damping and vibration reduction, further improving the seismic safety and structural redundancy of the entire system.

[0067] It is worth noting that the base body 1 is preferably designed as a prefabricated structure. The prefabricated components can be constructed using a segmented prefabrication and on-site assembly method. Each component is prefabricated in the factory, resulting in high component manufacturing precision and controllable concrete molding quality. This helps to solve common quality problems such as cracks and dimensional deviations that are prone to occur in cast-in-place components. On-site hoisting to the design position and reliable connection using existing mature connection methods eliminates the need for large-area formwork, rebar tying, and long-term curing, significantly shortening the construction cycle and reducing labor costs. As a result, the difficulty of component production and hoisting is reduced, construction efficiency and installation accuracy are improved, the component manufacturing precision and structural construction quality are effectively enhanced, and the on-site construction cycle is significantly shortened.

[0068] The damping module 2 has a damping function and preferably incorporates a U-shaped energy-dissipating component 207. The U-shaped energy-dissipating component 207 absorbs and dissipates energy input to the structure through its own damping action (such as plastic yielding, friction, hysteresis, and other deformation forms), dissipating external energy such as earthquake and wind loads, and reducing the energy transmitted to the base body 1. The U-shaped energy-dissipating component 207 enhances the ductility and deformation capacity of the structure through its own deformation, allowing the structure to undergo significant deformation under strong earthquakes without collapsing, thus improving overall seismic performance. The U-shaped energy-dissipating component 207 dissipates seismic energy through its own yielding. Therefore, in conjunction with the decoupling design achieved by separating it from the base body 1, the three-in-one seismic resistance objective of "decoupling + energy dissipation + protection" is realized.

[0069] In one possible implementation, the base body 1 includes a pile cap 101, a pile cap 102, a crash beam 103, and a base 104;

[0070] The foundation 101 has a basic shape and thickness, and the bottom surface of the foundation 101 is connected to the pile 102, and the top surface of the foundation 101 is equipped with an anti-collision beam 103 and a base 104.

[0071] Several piles 102 are provided and evenly distributed on the bottom surface of the pile cap 101;

[0072] The anti-collision beam 103 is arranged around the edge of the top surface of the support 101 and forms a first mounting groove 105 adapted to the base 104. The base 104 is installed in the first mounting groove 105, and the first mounting groove 105 also serves as an oil collection pool.

[0073] Based on the above design scheme, the foundation 101 is connected to the pile 102, the anti-collision beam 103, and the base 104 respectively. At the connection between two adjacent components, the pile 102 and the base 104 are connected to the foundation 101 by grouting anchorage. Correspondingly, as shown... Figure 3 As shown, the pier 101 is provided with a grouting port 110 for injecting grout at the connection between the two. Grout is injected into the reserved hole 108 through the grouting port 110. After the grout solidifies, it forms a stable connection structure with the anchor rod 109. The connection can also be achieved through any other suitable connection method.

[0074] The connection between the foundation 101 and the anti-collision beam 103 can be achieved through sleeve grouting, such as... Figure 4As shown, the anti-collision beam 103 is equipped with a grouting sleeve 113, and another anti-collision beam 103 is equipped with an anchor rod 109 extending outward and adapted to the grouting sleeve 113. The inner diameter of the grouting sleeve 113 is 4 times or more the outer diameter of the anchor rod 109. The grouting sleeve 113 connects two adjacent anchor rods 109, achieving reliable force transmission and continuous connection between the two anchor rods 109. The grouting sleeve 113 is equipped with a grout inlet 111 and a grout outlet 112 for grout injection. Grout such as concrete enters the grouting sleeve 113 through the grout inlet 111, and after the amount reaches the standard, it flows out through the grout outlet 112. After the grout solidifies, it forms a stable connection structure with the anchor rod 109, ensuring the reliability of the component connection. Alternatively, the foundation 101 and the anti-collision beam 103 can also be connected by any other suitable connection method.

[0075] It is easy to understand that the anchor rod 109 can be made of steel bars or any other suitable shaft parts, which will not be listed here.

[0076] It is worth noting that the first mounting groove 105 is formed by the anti-collision beam 103. The first mounting groove 105 is not only used for the installation of the base 104, but also serves as an oil collection pool, thereby limiting the range of oil flow and avoiding oil leakage that could cause environmental pollution.

[0077] In one possible implementation, the pier 101 has several sides, and correspondingly, the anti-collision beam 103 includes several sub-plates 106, and each sub-plate 106 is installed on one side of the pier 101.

[0078] Each sub-slab 106 has an outwardly extending anchoring steel bar 107 at its end. When two adjacent sub-slabs 106 are connected, the anchoring steel bars 107 are staggered. A casting layer is provided at the connection between the two sub-slabs 106 to cover the anchoring steel bars 107.

[0079] Based on the above design, the base 104 can be constructed into any suitable shape. The casting layer can be made of concrete or any other suitable existing grout, and the casting layer is formed by the solidification of the grout, thereby realizing the connection between two adjacent sub-plates 106.

[0080] In one possible implementation, the damping module 2 includes the following components arranged sequentially from bottom to top:

[0081] The water-stopping structure 201 includes a water-stopping strip 204 that connects the base body 1 and the main structure 3 at both ends, and a waterproof sealing layer located at the connection of the water-stopping strip 204. Accordingly, the water-stopping structure 201 forms a continuous and closed seepage-proof structure through the water-stopping strip 204 and the waterproof sealing layer.

[0082] The shock-absorbing and limiting unit 202 is connected to the base body 1 and the main structure 3 at both ends respectively. Correspondingly, the shock-absorbing and limiting unit 202 includes a U-shaped energy-dissipating component 207.

[0083] The cover plate 203 is connected to the main structure 3 at one end and is provided with a support block 209 for connecting the cover plate 203 and the main structure 3; the other end extends towards the base body 1 and has a reserved gap 210, which is filled with an embedded sealing layer for forming a flexible connection.

[0084] Based on the above design scheme, the waterstop 204 is selected as a centrally embedded waterstop or any other suitable existing model to ensure that the waterstop 204 has a certain deformation capacity. The waterstop 204 is installed by post-embedding, with its two sides embedded in the grooves reserved in the base body 1 and the main structure 3. A waterproof sealing layer is also set at the connection between the two sides of the waterstop 204 to improve waterproofness and sealing performance.

[0085] It is worth noting that if the waterstop 204 has a hollow ring, the central ring should coincide with the centerline of the expansion joint 305 (i.e., the gap between the base body 1 and the main structure 3). Furthermore, the waterstop structure 201 needs to be arranged continuously without interruption. At the corners of the expansion joint 305, the waterstop 204 should be any suitable existing corner waterstop, adapting to the shape of the corresponding corner, to ensure that the waterstop structure 201 forms a continuous, closed, and overall seepage-proof structure.

[0086] In the cover plate 203, the support block 209 is fixed to the main structure 3, and the cover plate 203 is detachably connected to the support block 209 and the main structure 3 to achieve the detachability of the cover plate 203. A reserved gap 210 is left on the other side of the cover plate 203, and the embedded sealing layer preferably has deformation properties to achieve a flexible connection.

[0087] The damping and limiting unit 202 is the main functional unit of the damping module 2. Its structure will be explained in detail below: Figure 6 and Figure 7 As shown, the damping and limiting unit 202 includes:

[0088] Two preloaded disc springs 205 are provided and spaced apart vertically, which are used to dissipate energy before the main structure 3 yields and reduce residual displacement.

[0089] The structural plate 206 is provided with two and located between two pre-compressed disc springs 205. One structural plate 206 is connected to the main structure 3 and extends towards the base body 1, and the other structural plate 206 is connected to the base body 1 and extends towards the main structure 3. Accordingly, the two structural plates 206 partially overlap and form a second mounting groove 208 for installing the U-shaped energy dissipation component 207.

[0090] The U-shaped energy-dissipating component 207 has two openings that are installed opposite each other in the second mounting groove 208, and is used to dissipate energy and prevent collisions and shocks through damping.

[0091] Based on the above design scheme, the preloaded disc spring 205 has a certain preload, enabling it to yield and dissipate energy before the main structure 3 under seismic action, while reducing the residual displacement of the structure through its self-resetting ability. The two structural plates 206 cooperate with each other and are used to install the U-shaped energy dissipation component 207. The function of the U-shaped energy dissipation component 207 has been explained in conjunction with the function of the damping module 2, and will not be repeated here.

[0092] Preferably, the damping module 2 further includes a filling layer extending upward from the waterstop 204. Based on the above design, the filling layer fills the gaps in the damping module 2, eliminating the gaps. The filling layer can absorb and dissipate vibration energy, achieving buffering and damping, and also helps to avoid direct collisions between components, improving structural stability and reducing noise.

[0093] It is easy to understand that the waterproof sealing layer, the embedded sealing layer, and the filling layer can be made of asphalt hemp fiber or any other suitable existing material, which offers a wide range of choices and good practicality.

[0094] In addition, such as Figure 1 As shown, one embodiment of the main structure 3 is illustrated, as well as the assembly of the main structure 3 with the base body 1. The main structure 3 includes a ground structure slab 301, a main structure column 302, a main structure beam 303, and a mezzanine top slab 304. The main structure column 302 is used to connect the ground structure slab 301 and the main structure beam 303, so that the main structure beam 303 is suspended above the ground structure slab 301. A mezzanine top slab 304 is provided between the main structure beams 303. Holes are opened in the ground structure slab 301 and the mezzanine top slab 304. The holes of the two are connected to form a through groove adapted to the base body 1. The base body 1 is inserted in the through groove and installed on the foundation pit through a pile 102.

[0095] It is worth noting that at this time, the gap between the base body 1 and the main structure 3 is the expansion joint 305. The damping module 2 is located in the expansion joint 305. Accordingly, the damping module 2 is used to connect the anti-collision beam 103 and the ground structure plate 301, and to connect the anti-collision beam 103 and the mezzanine top plate 304.

[0096] Accordingly, a floor is formed by the ground structure slab 301, main structure columns 302, main structure beams 303, and mezzanine roof slab 304. It is easy to understand that the main structure 3 can include several floors. And as... Figure 1 As shown, if one of the floors is the lowest floor of the main structure 3, the main structure foundation 306 is provided below the ground structure slab 301.

[0097] In summary, based on the structure of the prefabricated transformer base, its working principle is explained as follows:

[0098] When an earthquake occurs, the base body 1 is completely separated from the main structure 3, becoming two independent force-bearing systems. These systems are decoupled and do not interfere with each other, preventing the transmission of seismic force from the main structure 3 to the transformer. When the main structure 3 and the anti-collision beam 103 approach each other under seismic action, and the displacement is small, the preloaded disc spring 205 takes the lead. The preloaded disc spring 205 elastically expands and contracts with the opening and closing of the deformation joint 305, providing a restoring force that allows the main structure 3 to quickly return to its original position. At this stage, the U-shaped energy-dissipating component 207 has not yet yielded and basically does not participate in energy dissipation. When the displacement continues to increase and exceeds the control range of the preloaded disc spring 205 alone, the straight arm end of the U-shaped energy-dissipating component 207 begins to be subjected to tensile and compressive forces, undergoing plastic deformation in the arc segment. It dissipates seismic energy through its own yielding, while the preloaded disc spring 205 also works in concert to continuously provide a restoring force, ensuring that the main structure 3 can return to its original position after large deformation, effectively suppressing vertical seismic response, and ultimately achieving the three-in-one seismic resistance goal of "decoupling + energy dissipation + protection".

[0099] Example 2:

[0100] Based on Example 1, the dimensions, model, quantity, etc. of the U-shaped energy-dissipating components in Example 1 need to be determined. This example provides a method for determining these parameters, specifically:

[0101] In a first aspect, a method for selecting a U-shaped energy-dissipating component for the aforementioned transformer prefabricated base includes the following steps:

[0102] S100 mezzanine top surface displacement calculation: Based on the modal decomposition method, the mezzanine displacement is analyzed, and the seismic effect is corrected by the modal participation factor to obtain the mezzanine top surface displacement u1 based on the story height h of the main structure;

[0103] Energy dissipation calculation of S200U-shaped energy-dissipating component: hysteresis skeleton curve obtained based on idealized hysteresis model; idealized hysteresis curve plotted based on displacement of the interlayer top surface, obtaining single-cycle hysteresis energy dissipation E of the U-shaped energy-dissipating component. U ;

[0104] S300U-type energy dissipation component selection: Based on the width of the expansion joint between the base body and the main structure, several models of U-type energy dissipation components are pre-selected; the single-turn hysteretic energy dissipation E of the U-type energy dissipation component under the displacement u1 of the top surface of the mezzanine is obtained based on the energy dissipation calculation of the U-type energy dissipation component. U The maximum single-turn hysteresis energy E required is obtained according to the engineering design. in Determine the model and quantity n of the U-shaped energy-dissipating components. ’ .

[0105] In step S100, the modal decomposition method is used for analysis. The first mode of the structure is taken as the dominant mode, and it is equivalent to a single-degree-of-freedom system to calculate the displacement response corresponding to the mode. Then, the seismic effect is corrected by the mode participation factor to obtain the calculation formula of the displacement u1 of the interlayer top surface with respect to the story height of the main structure.

[0106] In step S200, one end of the U-shaped energy dissipation component is connected to the anti-collision beam (displacement is approximately zero), and its deformation can be approximately equal to the displacement u1 of the top surface of the interlayer. Therefore, the displacement u1 of the top surface of the interlayer can be used as a key control index for evaluating the energy dissipation performance of the damper. The hysteresis skeleton curve of the U-shaped energy dissipation component is obtained through an idealized hysteresis model, and the single-turn hysteresis energy dissipation E of the U-shaped energy dissipation component is obtained. U The area of ​​one loop of the hysteresis skeleton curve is used to obtain the single-loop hysteresis energy dissipation E of the U-shaped energy dissipation component. U .

[0107] In step S300, the pre-selected U-shaped energy-dissipating component can be any suitable existing model, offering a wide range of choices to better adapt to the corresponding operating conditions. The operator then calculates the single-turn hysteresis energy dissipation E. U and maximum single-turn hysteresis energy consumption E in Finally, the model and quantity n of the U-shaped energy-dissipating components were determined. ’ .

[0108] In one possible implementation, the displacement calculation based on the top surface of the S100 interlayer includes the following steps:

[0109] S101 assumes that the height of the main structure does not exceed 40m, the structure is mainly subjected to shear deformation and the mass and stiffness are relatively uniformly distributed along the height, and the seismic action causes the top plate of the interlayer to have a displacement u1.

[0110] S102 analyzes the displacement u1 of the top surface of the interlayer based on the modal decomposition method, taking the first-order mode of the structure as the dominant mode, and calculating the displacement response corresponding to this mode as an equivalent single-degree-of-freedom system. The seismic effect is corrected using the modal participation factor φ, and the first-order natural period T1 of the main structure is approximately calculated using the energy method to obtain the modal value φ of the interlayer based on the first-order mode. 11 and the maximum displacement u of the main structure tower top max The displacement u1 of the top surface of the interlayer, based on the seismic response spectrum S a The first-order natural vibration period T1 and mode shape of the main structure participate in the maximum displacement u of the tower top of the main structure of system 𝜞. max And, based on the first-order mode vector {𝜙1}, the mass matrix [M], and the gravity load G of each layer. i The horizontal displacement u of the floors caused by the gravity load of each floor as a horizontal force i The modal participation factor is φ;

[0111] S103 Assuming the first mode shape follows an inverted triangular distribution, simplify and obtain the result based on a certain floor height H. i The first mode shape of the total floor height H in the mezzanine is valued as follows: 11 Based on the floor height H i and gravity load G of each floor i The modal participation factor φ, and the values ​​based on gravitational acceleration g and the floor height H. i and gravity load G of each floor i The first-order natural vibration period of the main structure is T1;

[0112] S104 is based on the seismic response spectrum. a The relationship with the seismic influence coefficient α, which is determined by the first-order natural vibration period T1 of the main structure and the site conditions of the main structure, is simplified and obtained based on the floor height H. i The displacement u1 of the top surface of the interlayer and the seismic influence coefficient α;

[0113] S105 When the site conditions of the main structure satisfy that the mass and floor height of each floor are equal, the mode participation coefficient α based on the number of floors n of the main structure, the first natural period T1 of the main structure based on the gravitational acceleration g, the total floor height H and the number of floors n of the main structure, and the displacement u1 of the top surface of the mezzanine based on the seismic influence coefficient α and the floor height h are further simplified and obtained.

[0114] Based on the above design scheme, step S101 proposes the preconditions for calculation (i.e., the height of the main structure does not exceed 40m, the structure is mainly subjected to shear deformation and the mass and stiffness are relatively uniformly distributed along the height, and the seismic action causes the top plate of the interlayer to generate displacement u1), and the subsequent calculations are derived based on these preconditions.

[0115] In step S102, the displacement of the top surface of the interlayer is analyzed using the modal decomposition method. The first mode of the structure is taken as the dominant mode, and the displacement response corresponding to this mode is calculated as an equivalent single-degree-of-freedom system. The seismic effect is then corrected using the modal participation factor φ, resulting in the following calculation formula:

[0116] ;

[0117] ;

[0118] ;

[0119] The first-order natural period T1 of the main structure can be approximately calculated using the energy method:

[0120] ;

[0121] In the formula:

[0122] u1 is the displacement of the top surface of the interlayer, 𝜙 11 u is the mode shape value of the first-order vibration mode in the interlayer. max S represents the maximum displacement at the top of the main structure tower, where φ is the first-order mode participation factor. a The structural design response spectrum is given, where T1 is the first-order natural period of the main structure, {x1} is the first-order mode shape vector, [M] is the mass matrix, and G... i For the gravity load of each floor, u i Let g be the horizontal displacement of each floor caused by the gravity load on each floor being treated as a horizontal force, and g be the acceleration due to gravity; {1} be the unit column vector.

[0123] In step S103, assuming the first mode shape follows an inverted triangle distribution and simplifying the above calculation formula, we obtain:

[0124] ;

[0125] ;

[0126] ;

[0127] In the formula, 𝜙 li This represents the first mode shape corresponding to the first natural period T1 of the main structure after normalization. Correspondingly, the mode shape value is [value missing]. 11 The first mode shape after normalization is 𝜙 li The value at the top surface of the interlayer.

[0128] In step S104, the seismic response spectrum S a The following relationship exists between the seismic influence coefficient α and the seismic influence coefficient α:

[0129] ;

[0130] Based on this, the seismic influence coefficient α can be determined jointly by the first-order natural vibration period T1 of the main structure and the site conditions of the main structure, and simplified to obtain:

[0131] ;

[0132] In the formula, H i Let H be the height of the i-th floor, H be the total floor height, and n be the number of floors in the main structure.

[0133] In step S105, it is assumed that the main structure satisfies the condition that the mass of each layer is equal. Equal floor height , , Then the modal participation factor φ, the first-order natural period T1 of the main structure, and the displacement u1 of the top surface of the interlayer can be further simplified:

[0134] ;

[0135] ;

[0136] .

[0137] In one possible design, the energy consumption calculation based on the S200U type energy-consuming component includes the following steps:

[0138] S201 assumes the following geometric parameters for the U-shaped energy-dissipating component: length L of the two straight arms, radius r of the bottom arc, width b and thickness t of the component.

[0139] Based on the bilinear skeleton curve, S202 establishes an idealized hysteresis model for the U-shaped energy-dissipating component. The idealized hysteresis model includes the pre-yield curve based on the initial stiffness k1 and displacement u, and the curve based on the yield force F. y Post-yield stiffness k2, displacement u, and post-yield displacement u y The yield curve;

[0140] S203 assumes that the bending deformation of the U-shaped energy-dissipating component only occurs in the circular arc segment. Calculate and obtain the initial stiffness k1 based on the geometric parameters of the U-shaped energy-dissipating component; based on the plasticity correction coefficient φ, obtain the post-yield stiffness k2 from the initial stiffness k1; based on the geometric parameters of the U-shaped energy-dissipating component and the yield strength f, obtain... y Yield force F y Furthermore, based on the geometric parameters and yield strength f of the U-shaped energy-dissipating component... y Yield displacement u y ;

[0141] The initial stiffness k1, post-yield stiffness k2, and yield force F obtained by S204 y and yield displacement u y Substituting the idealized hysteresis model of the U-shaped energy dissipation component, we obtain the hysteresis skeleton curve based on the geometric parameters of the U-shaped energy dissipation component;

[0142] Single-turn hysteresis energy dissipation E of S205U type energy-dissipating component U The area of ​​one loop of the hysteresis curve is equal to the area of ​​the hysteresis curve. Based on the hysteresis skeleton curve, an idealized hysteresis curve is drawn by the displacement of the top surface of the mezzanine; or, a simplified calculation formula is obtained based on the hysteresis skeleton curve of the geometric parameters of the U-shaped energy dissipation component, and the single-loop hysteresis energy dissipation E of the U-shaped energy dissipation component is obtained through the simplified calculation formula. U .

[0143] Based on the above design scheme, in step S201, as follows: Figure 8 As shown, the geometric parameters of the U-shaped energy-dissipating component are specified: the length L of the two straight arms, the radius r of the bottom arc, the width b and the thickness t of the component.

[0144] In step S202, an idealized hysteresis model of the U-shaped energy-consuming component is established based on the bi-segment curve.

[0145] The bilinear skeleton curve is as follows:

[0146] ;

[0147] In the formula, k1 is the initial stiffness, u is the displacement, and u y For yield displacement; F y k is the yield force; k2 is the stiffness after yielding.

[0148] In step S203, considering that the two straight arms of the U-shaped energy dissipation component are constrained by the anti-collision beam and the floor slab reinforcement beam respectively, and assuming that its bending deformation only occurs in the circular arc segment, the initial stiffness k1 of the U-shaped energy dissipation component can be calculated:

[0149] ;

[0150] In the formula, E is the elastic modulus.

[0151] The post-yield stiffness k2 can be obtained by multiplying k1 by the plasticity correction factor φ:

[0152] ;

[0153] The plasticity correction factor φ is set to 0.025.

[0154] Yield force F y for:

[0155] ;

[0156] In the formula, f y It represents the yield strength.

[0157] Yield displacement u y for:

[0158] ;

[0159] ;

[0160] Thus, the hysteresis skeleton curve based on the geometric parameters of the U-shaped energy-dissipating component is obtained:

[0161] ;

[0162] Step S204: After determining the hysteresis skeleton curve, an idealized hysteresis curve can be drawn based on the interlayer displacement u1.

[0163] The energy consumed by a single-turn hysteresis is E U The area under the hysteresis curve:

[0164] ;

[0165] In the formula, E U For the single-turn hysteretic energy dissipation of the U-shaped energy-dissipating steel component; F U Let be the load corresponding to displacement u during the hysteresis process; and du be the differential increment of displacement u.

[0166] Alternatively, the single-turn hysteresis energy dissipation E of the U-shaped energy-dissipating component can be obtained through simplified calculation formulas. U :

[0167] ;

[0168] .

[0169] In one possible implementation, based on the selection of S300U type energy-dissipating components, the following are included:

[0170] S301 pre-selects several models of U-shaped energy-dissipating components based on the width of the deformation joint between the base body and the main structure;

[0171] S302 calculates the single-turn hysteretic energy dissipation E of the U-shaped energy dissipation component under the displacement u1 at the top surface of the interlayer based on the energy dissipation calculation of the U-shaped energy dissipation component. U The maximum single-turn hysteresis energy E required is obtained according to the engineering design. in Determine the model and quantity n of the U-shaped energy-dissipating components. ’ .

[0172] Based on the above design scheme, in step S301, on the premise that the size of the selected U-shaped energy dissipation component should be compatible with the size of the expansion joint, the selected U-shaped energy dissipation component can be any suitable existing model.

[0173] In step S302, the number n of U-shaped energy-dissipating components ’ Determined by the following formula:

[0174] .

[0175] Secondly, the present invention also provides a hardware device for implementing the U-shaped energy-dissipating component selection method, comprising:

[0176] Interlayer top surface displacement calculation unit: Based on the modal decomposition method, the interlayer displacement is analyzed, and the seismic effect is corrected by the modal participation factor to obtain the interlayer top surface displacement based on the story height of the main structure;

[0177] Energy dissipation calculation unit for U-shaped energy dissipation component: Obtain hysteresis skeleton curve based on idealized hysteresis model; Draw idealized hysteresis curve based on displacement of the top surface of interlayer to obtain single-turn hysteresis energy dissipation of U-shaped energy dissipation component;

[0178] U-shaped energy dissipation component selection unit: Based on the width of the expansion joint between the base body and the main structure, pre-select several models of U-shaped energy dissipation components; based on the energy dissipation calculation of the U-shaped energy dissipation components, obtain the single-turn hysteretic energy dissipation of the U-shaped energy dissipation components under the displacement of the top surface of the interlayer; based on the engineering design, obtain the required maximum single-turn hysteretic energy dissipation, and determine the model and quantity of the U-shaped energy dissipation components.

[0179] The working process, working details and technical effects of the device provided in this embodiment can be found in the first aspect of this embodiment, and will not be repeated here.

[0180] Thirdly, the present invention provides a device comprising a memory, a processor, and a transceiver connected in sequence, wherein the memory is used to store a computer program, the transceiver is used to send and receive messages, and the processor is used to read the computer program and execute the U-shaped energy-consuming component selection method.

[0181] For specific examples, the memory may include, but is not limited to, random access memory (RAM), read-only memory (ROM), flash memory, first-in-first-out (FIFO) memory, and / or first-in-last-out (FILO) memory, etc.; specifically, the processor may include one or more processing cores, such as a 4-core processor, an 8-core processor, etc. The processor may be implemented using at least one hardware form of DSP (Digital Signal Processing), FPGA (Field-Programmable Gate Array), PLA (Programmable Logic Array). The processor may also include a main processor and a coprocessor. The main processor, also known as the CPU (Central Processing Unit), is used to process data in the wake-up state; the coprocessor is a low-power processor used to process data in the standby state.

[0182] In some embodiments, the processor may integrate a GPU (Graphics Processing Unit), which is responsible for rendering and drawing the content to be displayed on the screen. For example, the processor may not be limited to microprocessors of the STM32F105 series, reduced instruction set computer (RISC) microprocessors, x86 architecture processors, or processors with integrated neural network processing units (NPUs). The transceiver may be, but is not limited to, a Wi-Fi transceiver, a Bluetooth transceiver, a General Packet Radio Service (GPRS) transceiver, a ZigBee (a low-power LAN protocol based on the IEEE 802.15.4 standard) transceiver, a 3G transceiver, a 4G transceiver, and / or a 5G transceiver. Furthermore, the device may also include, but is not limited to, a power module, a display screen, and other necessary components.

[0183] The working process, working details and technical effects of the device provided in this embodiment can be found in the first aspect of this embodiment, and will not be repeated here.

[0184] Fourthly, the present invention provides a storage medium for storing the U-shaped energy-consuming component selection method described in the first aspect of the embodiments, wherein the storage medium stores instructions that, when the instructions are executed on a computer, execute the U-shaped energy-consuming component selection method.

[0185] The storage medium refers to a carrier for storing data, which may include, but is not limited to, floppy disks, optical disks, hard disks, flash memory, USB flash drives, and / or memory sticks. The computer may be a general-purpose computer, a special-purpose computer, a computer network, or other programmable devices.

[0186] Fifthly, the present invention provides a computer program product containing instructions that, when executed on a computer, cause the computer to perform the method for selecting the U-shaped energy-consuming component. The computer may be a general-purpose computer, a special-purpose computer, a computer network, or other programmable device.

[0187] Example 3:

[0188] Based on Example 2, this embodiment provides an example of the selection method for U-shaped energy-dissipating components based on Example 2. Specifically, taking a U-shaped energy-dissipating component with a two-limb length L=100mm, a bottom arc radius r=50mm, a component width b=30mm, and a thickness t=100mm as an example, its hysteresis energy dissipation is calculated.

[0189] Taking a main structure located in an 8-degree seismic intensity zone (0.20g), in the first group of Class I1 sites, with a structural damping ratio ξ of 0.05 as an example, the maximum value of the horizontal seismic influence coefficient α is... max Take 0.16, and the site characteristic period T g Taking 0.25s as an example, for a 5-story building, with n=5 structural stories and h=4m story height, assuming that the mass of each story is equal... Equal floor height , , .

[0190] ;

[0191] ;

[0192] ;

[0193] ;

[0194] Where γ is the attenuation index, η1 is the slope adjustment coefficient of the linear descent segment, and η2 is the damping adjustment coefficient. When the structural damping ratio ξ is 0.05, γ is 0.9, η1 is 0.02, η2 is 1.0, and α = 0.017.

[0195] Displacement of the top of the interlayer ;

[0196] The bi-linear skeleton curve is as follows:

[0197] ;

[0198] ;

[0199] Elastic modulus E is taken as MPa;

[0200] initial stiffness ;

[0201] Post-yield stiffness When the plasticity correction factor φ is 0.025, the post-yield stiffness is... .

[0202] Taking Q235 steel as an example, yield strength .

[0203] Yield strength:

[0204] ;

[0205] ;

[0206] ;

[0207] .

[0208] Based on this, the bi-linear skeleton curve is obtained:

[0209] ;

[0210] The area of ​​a single hysteresis loop can be simplified and calculated using the following formula:

[0211] ;

[0212] ;

[0213] Substituting the values, we can obtain the single-turn hysteresis energy dissipation E of the U-shaped energy-dissipating component. U :

[0214] .

[0215] Finite element verification:

[0216] To verify the calculation method for the aforementioned U-shaped energy-dissipating component, the following finite element model test was conducted. The quasi-static numerical simulation of the U-shaped energy-dissipating component was performed using ABAQUS finite element software, as follows: Figure 9 As shown. All components are simulated using linear reduced integral hexahedral elements (C3D8R), including the upper and lower structural plates and the U-shaped energy-dissipating component. The upper and lower structural plates and the U-shaped energy-dissipating component are bound together using the Tie command. A reference point RF1 is established at the centroid of the upper structural plate and coupled to the upper structural plate. An X-direction displacement is applied to the coupled reference point RF1, and the six degrees of freedom of the lower structural plate are constrained to make it completely fixed. The material properties are set to a bilinear kinematic hardening model, using Q235 steel with a yield strength of 235 MPa, an elastic modulus of 206000 MPa, and a Poisson's ratio of 0.3, according to the loading diagram below (see...). Figure 10 Loading was performed to obtain the hysteresis curve (see...). Figure 11 ).

[0217] Observing the hysteresis curve reveals that it is full and has a strong energy dissipation capacity. Simultaneously, the equivalent viscous damping ratio is calculated. This verifies its excellent energy consumption capacity.

[0218] In the formula: The energy consumed for one revolution of the hysteresis curve. Elastic strain energy under maximum displacement under tension or compression

[0219] When the applied displacement is replicated to 68 mm, the area of ​​hysteresis in a single cycle of the hysteresis curve is... The energy consumed by a single component is The simplified formula yields the energy consumption of a single hysteresis loop. The difference of only 7% from the precise calculation results indicates that the accuracy of the simplified method meets engineering requirements and has good feasibility for engineering application. At the same time, the calculation results are conservative, providing sufficient safety redundancy for component design.

[0220] The specific embodiments described above further illustrate the purpose, technical solution, and beneficial effects of the present invention. It should be understood that the above description is only a specific embodiment of the present invention and is not intended to limit the scope of protection of the present invention. 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 transformer base, characterized in that, include: The base body (1) is assembled based on prefabricated components, and the base body (1) is installed in the main structure (3) and separated from the main structure (3); The shock absorption module (2) connects the base body (1) and the main structure (3) and is used to absorb energy and prevent collisions by the damping effect of the U-shaped energy-absorbing component (207).

2. The transformer prefabricated base according to claim 1, characterized in that, The base body (1) includes a pile cap (101), pile caps (102), anti-collision beams (103) and a base (104). The foundation (101) has a basic shape and thickness, and the bottom surface of the foundation (101) is connected to the pile (102). The top surface of the foundation (101) is equipped with a crash beam (103) and a base (104). Several piles (102) are provided and evenly distributed on the bottom surface of the pile cap (101); The anti-collision beam (103) is set around the edge of the top surface of the support (101) and forms a first mounting groove (105) adapted to the base (104). The base (104) is installed in the first mounting groove (105), and the first mounting groove (105) also serves as an oil collection pool.

3. The transformer prefabricated base according to claim 2, characterized in that, The pier (101) has several sides, and correspondingly, the anti-collision beam (103) includes several sub-plates (106), and each sub-plate (106) is installed on one side of the pier (101); Each sub-slab (106) has an outwardly extending anchoring steel bar (107) at its end. When two adjacent sub-slabs (106) are connected, the anchoring steel bars (107) are staggered. A pouring layer for covering the anchoring steel bars (107) is provided at the connection of the two sub-slabs (106).

4. The transformer prefabricated base according to claim 1, characterized in that, The damping module (2) includes the following components arranged from bottom to top: The water-stop structure (201) includes a water-stop strip (204) that connects the base body (1) and the main structure (3) at both ends respectively, and a waterproof sealing layer located at the connection of the water-stop strip (204). Accordingly, the water-stop structure (201) forms a continuous and closed seepage-proof structure through the water-stop strip (204) and the waterproof sealing layer. The damping and limiting unit (202) is connected to the base body (1) and the main structure (3) at both ends respectively. Correspondingly, the damping and limiting unit (202) includes a U-shaped energy dissipation component (207). The cover plate (203) is connected to the main structure (3) at one end and is provided with a support block (209) for connecting the cover plate (203) and the main structure (3); the other end extends toward the base body (1) and has a reserved gap (210), and the reserved gap (210) is filled with an embedded sealing layer for forming a flexible connection.

5. The transformer prefabricated base according to claim 4, characterized in that, The damping and limiting unit (202) includes: Preloaded disc springs (205) are provided in two and spaced apart, which are used to yield and dissipate energy before the main structure (3) and reduce residual displacement; The structural plate (206) is provided with two and located between two preloaded disc springs (205). One structural plate (206) is connected to the main structure (3) and extends towards the base body (1). The other structural plate (206) is connected to the base body (1) and extends towards the main structure (3). Accordingly, the two structural plates (206) partially overlap and form a second mounting groove (208) for installing the U-shaped energy dissipation component (207). The U-shaped energy-dissipating component (207) is provided with two openings that are installed opposite each other in the second mounting groove (208) for energy dissipation and shock absorption through damping.

6. The transformer prefabricated base according to claim 5, characterized in that, The damping module (2) also includes a filling layer that extends upward from the self-sealing strip (204).

7. A method for selecting a U-shaped energy-dissipating component for a transformer prefabricated base according to any one of claims 1-6, characterized in that, Includes the following steps: Calculation of displacement at the top surface of the mezzanine: The displacement of the mezzanine is analyzed based on the modal decomposition method, and the seismic effect is corrected by the modal participation factor to obtain the displacement at the top surface of the mezzanine based on the story height of the main structure. Energy dissipation calculation of U-shaped energy-consuming components: obtaining the hysteresis skeleton curve based on an idealized hysteresis model; An idealized hysteresis curve is drawn based on the displacement of the top surface of the interlayer to obtain the single-turn hysteresis energy dissipation of the U-shaped energy dissipation component. Selection of U-shaped energy dissipation components: Based on the width of the expansion joint between the base body and the main structure, pre-select several models of U-shaped energy dissipation components; calculate the single-turn hysteretic energy dissipation of the U-shaped energy dissipation component under the displacement of the top surface of the interlayer based on the energy dissipation calculation of the U-shaped energy dissipation component; obtain the maximum single-turn hysteretic energy dissipation required according to the engineering design; and determine the model and quantity of U-shaped energy dissipation components.

8. The method for selecting U-shaped energy-dissipating components according to claim 7, characterized in that, The displacement calculation based on the top surface of the interlayer includes the following steps: Assuming the main structure is no more than 40m high, the structure is mainly subjected to shear deformation and the mass and stiffness are relatively uniformly distributed along the height, the seismic action causes the top plate of the mezzanine to displace. The displacement of the mezzanine top surface is analyzed based on the modal decomposition method. The first mode of the structure is taken as the dominant mode, and the displacement response corresponding to the mode is calculated as an equivalent single-degree-of-freedom system. The seismic effect is corrected by the modal participation coefficient. The first natural period of the main structure is approximately calculated by the energy method. The displacement of the mezzanine top surface based on the mode value of the first mode in the mezzanine and the maximum displacement of the main structure tower top is obtained. The maximum displacement of the main structure tower top is based on the seismic response spectrum, the first natural period of the main structure and the modal participation system. The modal participation coefficient is also obtained based on the first mode vector, mass matrix, gravity load of each floor and gravity load of each floor as horizontal force for the horizontal displacement of the floor. Assuming the first mode shape is distributed in an inverted triangle, we simplify and obtain the mode shape value of the first mode shape in the mezzanine based on the height of a certain floor and the total height of the floor, the mode participation coefficient based on the height of a certain floor and the gravity load of each floor, and the first natural period of the main structure based on the gravitational acceleration, the height of a certain floor and the gravity load of each floor. Based on the relationship between the seismic response spectrum and the seismic influence coefficient, and since the seismic influence coefficient is determined by the first natural period of the main structure and the site conditions of the main structure, the displacement of the mezzanine top surface based on a certain floor height and the seismic influence coefficient is simplified and obtained. When the site conditions of the main structure meet the requirements that the mass and height of each floor are equal, the system can be further simplified to obtain the mode participation coefficient based on the number of floors of the main structure, the first natural period of the main structure based on gravitational acceleration, total floor height and the number of floors of the main structure, and the displacement of the mezzanine top surface based on the seismic influence coefficient and the floor height.

9. The method for selecting U-shaped energy-dissipating components according to claim 8, characterized in that, Energy dissipation calculation based on U-shaped energy-dissipating components includes the following steps: Assume the geometric parameters of the U-shaped energy-dissipating component, including the lengths of the two straight arms, the radius of the bottom arc, the width of the component, and its thickness; Based on the bilinear skeleton curve, an idealized hysteresis model of the U-shaped energy dissipation component is established. The idealized hysteresis model includes the pre-yield curve based on the initial stiffness and displacement, and the post-yield curve based on the yield force, post-yield stiffness, displacement and post-yield displacement. Assuming that the bending deformation of the U-shaped energy dissipation component only occurs in the arc segment, the initial stiffness based on the geometric parameters of the U-shaped energy dissipation component is calculated and obtained; based on the plasticity correction coefficient, the post-yield stiffness is obtained from the initial stiffness; based on the geometric parameters of the U-shaped energy dissipation component, the yield force based on the geometric parameters and yield strength of the U-shaped energy dissipation component is obtained, as well as the yield displacement based on the geometric parameters and yield strength of the U-shaped energy dissipation component. The obtained initial stiffness, post-yield stiffness, yield force, and yield displacement are substituted into the idealized hysteresis model of the U-shaped energy dissipation component to obtain the hysteresis skeleton curve based on the geometric parameters of the U-shaped energy dissipation component. The single-turn hysteresis energy dissipation of a U-shaped energy-dissipating component is equal to the area of ​​one turn of the hysteresis curve. Based on the hysteresis skeleton curve, an idealized hysteresis curve is drawn by the displacement of the top surface of the interlayer; or, a simplified calculation formula is obtained based on the hysteresis skeleton curve of the geometric parameters of the U-shaped energy-dissipating component, and the single-turn hysteresis energy dissipation of the U-shaped energy-dissipating component is obtained through the simplified calculation formula.

10. The method for selecting U-shaped energy-dissipating components according to claim 9, characterized in that, Based on the selection of U-shaped energy-dissipating components, including: Based on the width of the expansion joint between the base body and the main structure, several models of U-shaped energy-dissipating components are pre-selected. Based on the energy dissipation calculation of the U-shaped energy dissipation component, the single-turn hysteretic energy dissipation of the U-shaped energy dissipation component under the displacement of the top surface of the mezzanine is obtained. Based on the engineering design, the required maximum single-turn hysteretic energy dissipation is obtained, and the model and quantity of the U-shaped energy dissipation component are determined.

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