Seismic design and analysis method of viscoelastic damper structure of lightning rod in substation

Abstract

The present invention provides a seismic design and analysis method for a viscoelastic damper shock-absorbing structure of a lightning rod in a substation, and relates to the technical field of mechanical parameter design. The present invention provides a connecting shell with a supporting chamber at the connecting point of the viscoelastic damper and the lightning rod, and uses a self-healing material and a heating element and a light-curing lamp in combination, so that cracks can be effectively repaired and the service life can be extended. According to preset expected values ​​of specific crack self-healing time and strength recovery rate, a quantitative selection standard is adopted, so that the evaluation and selection of the self-healing material are more scientific and systematic; by dividing the design into three levels and adopting different types of self-healing materials for each graded design, it is ensured that the structure has excellent self-healing performance under different working conditions.

Description

Technical Field

[0001] The invention relates to the technical field of mechanical parameter design, in particular to a seismic design analysis method for a viscoelastic damper shock-absorbing structure of a lightning rod in a transformer substation. Background Art

[0002] In recent years, with the rapid development of power systems and higher requirements for safety and reliability, lightning protection and earthquake resistance technologies in substations have also made significant progress. Although the traditional lightning rod design can effectively prevent lightning strikes, its earthquake resistance is still insufficient in extreme environments such as strong earthquakes. For this reason, many researchers have begun to explore the application of viscoelastic materials to lightning rod structures to improve their shock absorption effects. Viscoelastic dampers provide additional cushioning under vibration through energy absorption and dissipation mechanisms, reducing the vibration response of the structure. At present, although relevant technologies have made certain progress in the selection and application methods of damping materials, they still show many deficiencies in practical applications, especially in the structural design of connection points and the integration of self-healing functions. It is difficult to ensure both efficient shock absorption and long-term structural stability at the same time;

[0003] In the prior art, the publication number is CN113312721A, and the name is a seismic design analysis method for a viscoelastic damper shock-absorbing structure. First, according to the frequency correlation of the damper stiffness, a series of nonlinear eigenvalue problems are constructed, and then the equivalent modes of each order are solved sequentially and a quasi-orthogonal modal space is formed comprehensively, thereby determining the damping ratio of each modal of the damper, and finally superimposing the modal responses of each order to obtain the dynamic response of the structure. This method and the traditional method are used to carry out seismic response analysis, and compared with the exact numerical solution of the fractional differential equation group. The results show that the velocity, acceleration and damper restoring force obtained by the traditional method have large errors, while this method can obtain various response results with high precision.

[0004] The existing viscoelastic damper technology is more dependent on the properties of the material itself in terms of shock absorption performance, and lacks systematic consideration for the design of the connection structure, making it difficult to adapt to different working conditions in practical applications; the existing technology usually fails to fully consider the impact of frequent vibrations caused by natural disasters on the damper connection parts. How to design an effective support chamber connection shell to ensure that the connection between the viscoelastic damper and the lightning rod remains stable under different vibration and stress conditions, while effectively supporting the function of the self-healing material. In addition, when selecting self-healing materials, how to establish scientific quantitative selection criteria so as to evaluate according to the preset expected values ​​of crack self-healing time and strength recovery rate; at the same time, how to reasonably divide the three-level design to ensure that suitable self-healing materials can be applied to each level under different working conditions, thereby ensuring the excellent self-healing performance of the overall structure;

[0005] The above information disclosed in the above Background section is only for enhancement of understanding of the background of the present disclosure and therefore it may contain information that does not form the prior art that is already known to one of ordinary skill in the art. Summary of the invention

[0006] The object of the present invention is to provide a seismic design analysis method for a viscoelastic damper shock-absorbing structure of a lightning rod in a substation, so as to solve the problems raised in the above-mentioned background technology.

[0007] To achieve the above object, the present invention provides the following technical solutions:

[0008] The seismic design and analysis method of the viscoelastic damper shock-absorbing structure of the lightning rod of the substation is as follows: a connecting shell with a supporting chamber is arranged at the connecting point of the viscoelastic damper and the lightning rod, and the supporting chamber is divided into a plurality of partitions; at the position of each partition, an adaptive self-healing material is arranged according to corresponding requirements, and a heating element and a light-curing lamp are arranged in each partition; the combined use of the heating element and the light-curing lamp enables the self-healing material to repair the internal cracks of the connecting shell; the optimal selection method steps of the self-healing material include:

[0009] Step S1: acquiring historical vibration data at the connection point between the viscoelastic damper and the lightning rod, the historical vibration data including vibration frequency, vibration acceleration and vibration displacement;

[0010] Step S2: receiving and analyzing historical vibration data to extract the fluctuation range of vibration frequency, vibration acceleration and vibration displacement from the historical vibration data, and analyzing the fluctuation range of these values ​​to generate a damping demand evaluation coefficient for performing damping demand evaluation for the support chamber, and the damping demand evaluation coefficient generates an actual damping demand evaluation result of the support chamber;

[0011] Step S3: collecting and analyzing the pre-designed seismic performance data of each partition on the support chamber, generating a seismic design coefficient for evaluating the seismic performance of each partition, and generating a seismic performance evaluation result of each partition using the seismic design coefficient, wherein the seismic performance data includes the maximum vibration acceleration, the maximum vibration displacement, the maximum stress and the damping ratio requirement value;

[0012] Step S4: according to the seismic performance evaluation result of each partition on the support chamber, the actual damping demand evaluation result of the support chamber is distributed to each partition to generate a corresponding sub-damping ratio requirement on each partition;

[0013] Step S5: Each partition on the support chamber determines the expected values ​​of crack self-healing time and strength recovery rate according to the assigned sub-damping ratio requirements, and optimally selects the self-healing material based on these expected values.

[0014] Compared with the prior art, the beneficial effects of the present invention are as follows: by providing a connecting shell with a supporting chamber at the connecting point of the viscoelastic damper and the lightning rod, combined with the self-healing material and the combined use of a heating element and a light-curing lamp, cracks can be effectively repaired and the service life can be extended; based on the preset expected values ​​of the specific crack self-healing time and the strength recovery rate, a quantitative selection standard is adopted to make the evaluation and selection of the self-healing material more scientific and systematic; by dividing the design into three levels and adopting different types of self-healing materials for each graded design, it is ensured that the structure has excellent self-healing performance under different working conditions. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 It is a schematic diagram of the overall method flow of the present invention. DETAILED DESCRIPTION

[0016] In order to make the objectives, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with specific embodiments.

[0017] It should be noted that, unless otherwise defined, the technical terms or scientific terms used in the present invention should be understood by people with ordinary skills in the field to which the present invention belongs. The words "first", "second" and similar words used in the present invention do not indicate any order, quantity or importance, but are only used to distinguish different components. "Include" or "comprise" and similar words mean that the elements or objects appearing before the word include the elements or objects listed after the word and their equivalents, without excluding other elements or objects. "Connect" or "connected" and similar words are not limited to physical or mechanical connections, but may include electrical connections, whether direct or indirect. "Up", "down", "left", "right" and the like are only used to indicate relative positional relationships. When the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0018] Embodiment 1:

[0019] See also Figure 1 , the present invention provides a technical solution:

[0020] The seismic design and analysis method of the viscoelastic damper shock-absorbing structure of the lightning rod of the substation is as follows: a connecting shell with a supporting chamber is arranged at the connection point between the viscoelastic damper and the lightning rod, and the supporting chamber is divided into a plurality of partitions. At the position of each partition, an adaptive self-healing material is arranged according to corresponding requirements. The self-healing material is laid on the inner wall of each partition for use, and a heating element and a light-curing lamp are arranged in each partition. The combined use of the heating element and the light-curing lamp enables the self-healing material to repair the internal cracks of the connecting shell;

[0021] The heating element and light curing lamp can be used at a scheduled time or manually, where the timing is:

[0022] According to the estimated service life of the connection housing, the heating element or light curing lamp is used in stages at three time points when its service life reaches 40%, 60% and 80%;

[0023] Manual opening means: manually checking the cracks of the connection sleeve and manually using the heating element or light curing lamp; the specific steps of using the heating element and light curing lamp are general technical means and will not be described in detail;

[0024] The optimal selection method and steps for self-healing materials include:

[0025] Step S1: acquiring historical vibration data at the connection point between the viscoelastic damper and the lightning rod, the historical vibration data including vibration frequency, vibration acceleration and vibration displacement;

[0026] Step S2: receiving and analyzing historical vibration data to extract the fluctuation range of vibration frequency, vibration acceleration and vibration displacement from the historical vibration data, and analyzing the fluctuation range of these values ​​to generate a damping demand evaluation coefficient for performing damping demand evaluation for the support chamber, and the damping demand evaluation coefficient generates an actual damping demand evaluation result of the support chamber;

[0027] Step S3: collecting and analyzing the pre-designed seismic performance data of each partition on the support chamber, generating a seismic design coefficient for evaluating the seismic performance of each partition, and generating a seismic performance evaluation result of each partition using the seismic design coefficient, wherein the seismic performance data includes the maximum vibration acceleration, the maximum vibration displacement, the maximum stress and the damping ratio requirement value;

[0028] Step S4: according to the seismic performance evaluation result of each partition on the support chamber, the actual damping demand evaluation result of the support chamber is distributed to each partition to generate a corresponding sub-damping ratio requirement on each partition;

[0029] Step S5: Each partition on the support chamber determines the expected values ​​of crack self-healing time and strength recovery rate according to the assigned sub-damping ratio requirements, and optimally selects the self-healing material based on these expected values.

[0030] Further explanation, the partitioning of the support chamber and the determination of the self-healing material specifically include:

[0031] Collect historical earthquake data of the current substation location from the local earthquake monitoring agency or database, including the maximum acceleration, epicenter distance, and magnitude of the earthquake;

[0032] According to the current "Building Seismic Design Code", the corresponding seismic design parameters are selected, including the peak earthquake acceleration and load;

[0033] Collect historical wind data at the current substation location, including maximum wind speed and wind load data;

[0034] The design wind speed is determined according to the Code for Wind Loads on Buildings, and the wind load at the connection point between the viscoelastic damper and the lightning rod is calculated using the following formula:

[0035] ;

[0036] in, is the wind load at the connection point between the viscoelastic damper and the lightning rod, q is the wind pressure, V is the design wind speed; As is the wind-exposed area; is the drag coefficient, chosen based on the shape and surface characteristics of the building;

[0037] The finite element analysis software ANSYS is used to establish a three-dimensional geometric model of the connection shell containing the support cavity;

[0038] According to historical earthquake data, the earthquake load based on the maximum earthquake acceleration is calculated:

[0039] ;

[0040] in, is the seismic load at the connection point between the viscoelastic damper and the lightning rod, m is the mass of the connection shell, g is the gravitational acceleration, and a is the seismic acceleration;

[0041] Consider earthquake load and wind load together to determine the combined load:

[0042] ;

[0043] in is the combined load;

[0044] Applying defined combined loads in the finite element model , and extract stress distribution data after completing the static operation analysis, and finally generate the stress cloud map corresponding to the supporting chamber inside the connection shell;

[0045] Obtain a stress cloud map corresponding to the supporting chamber inside the connection sleeve, and divide the supporting chamber into n partitions, and set i to represent the i-th partition, and i∈[1, 2, ..., n]; in this embodiment, n is limited to 4;

[0046] Get the maximum stress value in the stress cloud diagram ; and based on the maximum stress value Set the following thresholds:

[0047] ;

[0048] Based on the stress cloud diagram, the average stress value of the i-th partition is calculated and recorded as ;

[0049] If the i-th partition When , the i-th partition is divided into a high stress partition;

[0050] If the i-th partition When , the i-th partition is divided into the medium stress partition;

[0051] If the i-th partition When , the i-th partition is divided into a low stress partition;

[0052] in represent medium stress threshold and high stress threshold, respectively;

[0053] Self-healing materials include but are not limited to at least one of polyurethane self-healing materials, epoxy resin self-healing materials and microcapsule self-healing materials; the definition of self-healing materials is based on the relevant content of Zhao Min's "Preparation and Performance Research of Rubber Self-healing Microcapsules".

[0054] Further explanation: the acquisition of damping demand evaluation coefficient and actual damping demand evaluation results includes:

[0055] Sort the number of samples in the historical vibration data to form a sequence set {1, 2, ..., j, ..., M}, and calculate the maximum and minimum values ​​of each parameter corresponding to each sample in the sequence set, where j represents the index of the jth sample and M is the total number of samples;

[0056] And determine the fluctuation range of vibration frequency, vibration acceleration and vibration displacement as follows:

[0057] Vibration frequency fluctuation range ;

[0058] Vibration acceleration fluctuation range ;

[0059] Vibration displacement fluctuation range ;

[0060] Calculate the standardized indicators of vibration frequency, vibration acceleration and vibration displacement in the corresponding fluctuation range:

[0061] ;

[0062] Among them, Fd, Av and Dw represent the standardized indicators of vibration frequency, vibration acceleration and vibration displacement in the corresponding fluctuation range respectively;

[0063] They represent the vibration frequency, vibration acceleration and vibration displacement of the jth sample in the historical vibration data respectively;

[0064] The calculation formula for defining the damping demand evaluation coefficient is as follows:

[0065] ;

[0066] Among them, R is the damping demand evaluation coefficient, e1, e2 and e3 are the weight coefficients of vibration frequency, vibration acceleration and vibration displacement respectively, and the value range of e1, e2 and e3 is set to ; is the adjustment factor, Used to ensure that the value range of R is (0,1);

[0067] Initially set e1=e2=e3. When any value of Fd, Av and Dw increases, it means that the corresponding vibration frequency, vibration acceleration or vibration displacement value increases. The increase of these values ​​means that the vibration force on the support chamber is greater, so more damping measures are needed. The value of R is directly proportional to the changes in Fd, Av and Dw;

[0068] As R approaches 0, The value approaches 0. At this time, the vibration frequency, vibration acceleration and vibration displacement all tend to be close to 0, which means that the less damping measures are needed for the supporting chamber, the higher the structural safety;

[0069] When R approaches 1, the vibration frequency, vibration acceleration and vibration displacement all tend to approach 1, indicating that the more damping measures are required for the supporting chamber, the lower the structural safety;

[0070] Specifically, the actual damping demand assessment result is expressed as a damping ratio, where the damping ratio refers to the ratio of the damping capacity of the damping system represented by the connecting sleeve on the viscoelastic damper to the critical damping. The calculation formula is:

[0071] ;

[0072] in, is the damping ratio corresponding to the actual damping demand assessment result, CNS represents the actual damping coefficient of the support chamber, is the critical damping coefficient of the support chamber; the critical damping coefficient indicates the maximum damping capacity of the system under the critical damping state;

[0073] For the critical damping coefficient (CLJ): Critical damping refers to the damping state in which the damping system can return to the equilibrium position in the fastest time without oscillation; the critical damping coefficient is determined by the following formula:

[0074] ;

[0075] in, is the equivalent mass of the vibrating part of the damping system, is the stiffness coefficient of the damping system;

[0076] For the actual damping coefficient (CNS): the actual damping coefficient is determined by the existing dampers in the damping system, which reflects the current damping capacity in the system; the damping coefficient of the damping system in actual operation is directly evaluated through experimental measurements;

[0077] set up The valid value range of is (0,1];

[0078] when The closer it is to 1, the more damping measures need to be set, and the higher the corresponding damping capacity requirement;

[0079] when The closer it is to 0, the fewer damping measures need to be set, and the lower the corresponding damping capacity requirement;

[0080] when Since the supporting chamber requires less damping measures, the following primary damping design is performed:

[0081] The damping ratio value range of the actual damping demand evaluation result corresponding to the current support chamber is limited to ; It indicates the damping ratio that needs to be achieved by the damping measures adopted, and also indicates that the actual damping capacity of the support chamber is lower than the critical damping capacity; the connecting sleeve corresponding to the support chamber is made of rubber material to reduce the cost; this design can effectively cope with small amplitude vibrations, ensure structural safety, and keep the design and maintenance costs low;

[0082] when When the support chamber requires more damping measures than the primary damping design, the following secondary damping design is performed:

[0083] The damping ratio value range of the actual damping demand evaluation result corresponding to the current support chamber is limited to ; It indicates that the actual damping capacity of the support chamber needs to be enhanced to cope with moderate vibrations; the connecting shell corresponding to the support chamber needs to be equipped with additional dampers; such as viscous dampers, friction dampers or other types of passive or semi-active damping systems to enhance the overall damping effect;

[0084] By introducing additional damping devices, moderate vibrations can be effectively offset, thereby improving the stability of the structure and the comfort of use;

[0085] when When , the following three-level damping design is performed:

[0086] The damping ratio value range of the actual damping demand evaluation result corresponding to the current support chamber is limited to ; It means that the support chamber needs to have a damping capacity higher than that of the secondary damping design to withstand strong dynamic effects and impacts;

[0087] The support chamber introduces viscoelastic materials, shock absorbing structures and reinforces the strength of structural materials to ensure the desired damping effect.

[0088] This design ensures that the structure remains safe and stable under extreme dynamic loads, minimizes the impact of vibration on the structure, and enhances overall durability and seismic resistance.

[0089] Further explanation: the acquisition of seismic design coefficient includes:

[0090] Based on the historical vibration data, the expert group system records the pre-designed maximum vibration acceleration, maximum vibration displacement, maximum stress and damping ratio requirement values ​​of the i-th partition as ;

[0091] Through statistical analysis, the seismic design factor of the ith partition is defined as , the calculation formula is as follows:

[0092] ;

[0093] in, is the correction factor, , The value range of is (0, 1), and the judgment threshold of the seismic design factor is set to Q1, and Q1∈(0, 1), and the reference value of Q1 is set to ;

[0094] The specific value of is determined by the expert group through experimental demonstration and will not be elaborated here; the seismic performance evaluation results are as follows:

[0095] like If any parameter in increases or decreases, the overall The product will change in direct proportion, so that Increase or decrease synchronously; this increase and decrease relationship clearly reflects how the interaction between parameters affects the results, which is used to evaluate the quality of seismic design;

[0096] when When An increase in at least one parameter leads to an overall The product becomes larger and makes , which means that the external vibration force that the current i-th partition can withstand is large, and the seismic performance of the i-th partition is excellent;

[0097] when When The reduction of at least one parameter in The product becomes smaller, which means that the external vibration force that the current i-th partition can withstand is small, and the seismic performance of the i-th partition is poor.

[0098] Further explanation: corresponding sub-damping ratio requirements are generated on each partition, including:

[0099] According to the damping demand evaluation coefficient of the current support chamber, the corresponding damping ratio value range is determined;

[0100] by As a benchmark, the damping ratio represented by the actual damping demand evaluation result is allocated to each partition i to generate the corresponding sub-damping ratio demand, and the sub-damping ratio is recorded as :

[0101] ;

[0102] when When , the first-level damping design is performed for the i-th partition. If the i-th partition is a high-stress partition, the first-level damping design is upgraded to the second-level damping design.

[0103] when When , the second-level damping design is performed for the i-th partition. If the i-th partition is a high-stress partition, the second-level damping design is upgraded to the third-level damping design.

[0104] when When , a three-level damping design is performed for the i-th partition.

[0105] Further explanation: Determine the expected values ​​of crack self-healing time and strength recovery rate for each partition, and make the best selection of self-healing materials based on these expected values, including:

[0106] The crack self-healing time and strength recovery rate of the i-th partition are set to be and :

[0107] For the primary damping design, polyurethane self-healing material is selected;

[0108] set up =48 hours, =70%;

[0109] For the secondary damping design, epoxy self-healing material is selected;

[0110] set up =24 hours, =85%;

[0111] For the three-level damping design, microcapsule self-healing materials are selected;

[0112] set up = 12 hours, =95%;

[0113] The selected self-healing material is subjected to laboratory testing to verify its self-healing performance, and then an evaluation result is given for the self-healing material; and the self-healing material composed of the above-mentioned polyurethane or epoxy resin or microcapsule can self-repair cracks under heat or light, or under heat and light conditions; this crack repairing ability exists in the prior art, as explained below:

[0114] Description of polyurethane self-healing materials:

[0115] There are dynamic chemical bonds, as follows:

[0116] Disulfide compounds: By forming reversible disulfide bonds, the material can self-heal under heating conditions.

[0117] There are heat-sensitive cross-linking agents, as follows:

[0118] Diels-Alder Reactants: Reversible Diels-Alder reactions can be activated or disrupted by heating, promoting self-healing.

[0119] Description of epoxy self-healing materials:

[0120] There are photoinitiators, which are as follows:

[0121] Photoinitiators, such as benzophenone derivatives: generate free radicals under specific wavelength light, which initiate cross-linking reactions of epoxy groups to repair cracks.

[0122] There are catalysts, as follows:

[0123] Latent catalyst: A catalyst that can be activated by heat, promoting the cross-linking of epoxy groups to achieve repair.

[0124] Description of microcapsule self-healing materials:

[0125] There are built-in repair agents, which are as follows:

[0126] Epoxy or polyurethane liquid: Encapsulated in microcapsules, it is released when cracks appear to fill them.

[0127] There are curing agents, which are as follows:

[0128] Heat or light activated curing agents: When a crack opens, curing is initiated by heat or light, fixing the repair agent to achieve a self-healing effect.

[0129] The actual measurement of the self-healing time is performed and the actual measured value of the self-healing time is set to h1% or more; h1 is greater than 90; the goal of this embodiment is to set More than 90% of the value;

[0130] For strength recovery Conduct actual evaluation and set the actual evaluation value of the strength recovery rate to be achieved h2% or more; h2 is greater than 90; the goal of this embodiment is to set More than 90% of the value;

[0131] Record test results and compare them with set expectations:

[0132] The assessment results include:

[0133] The actual measured value of the set self-healing time is greater than the expected value When the self-healing material is less than 10%, the choice of self-healing material needs to be re-evaluated;

[0134] The actual measured value of the set strength recovery rate is lower than the expected value When the ratio is 10%, it is necessary to adjust the self-healing material ratio or select an alternative self-healing material. The 10% in the above content is not a limitation, but only an initial setting value. The ratio can be adjusted according to the experimental data of the expert group system.

[0135] Embodiment 2:

[0136] In this embodiment, the performance test and evaluation of the self-healing material is carried out on the supporting chamber inside the connecting casing of the viscoelastic damper of the lightning rod of the substation; the main goal of the test is to verify the self-healing time of the cracks of the selected self-healing material under different damping design levels. and strength recovery rate Whether it meets the design requirements; the test is divided into three levels of damping design, corresponding to polyurethane, epoxy resin and microcapsule self-healing material;

[0137] The experimental steps are as follows:

[0138] 1. Sample preparation:

[0139] Prepare samples of three different damping design levels, namely level one, level two and level three; the number of samples for each level is five to ensure the reliability of the statistical results;

[0140] For the primary design, polyurethane self-healing material is selected and set =48 hours, =70%;

[0141] For the secondary design, epoxy resin self-healing material is selected and set =24 hours, =85%;

[0142] For the three-level design, microcapsule self-healing materials are selected and set = 12 hours, =95%;

[0143] 2. Crack simulation:

[0144] Apply external force to each sample to create tiny cracks, simulating damage under actual working conditions; record the width and length of the initial cracks for subsequent evaluation;

[0145] 3. Self-healing test:

[0146] The sample was placed in a controlled environment, and the combination of a heating element and a light-curing lamp enabled the self-healing material to repair the internal cracks of the connection casing. The crack recovery was observed and recorded every 6 hours.

[0147] After reaching the set self-healing time, measure the crack recovery and calculate the actual crack width and length;

[0148] 4. Strength recovery rate test:

[0149] Use a standard tensile testing machine to perform a tensile test on each sample to measure its strength recovery value; record the maximum load-bearing capacity of the material after self-healing in order to calculate the strength recovery rate;

[0150] The strength recovery rate is calculated by the formula:

[0151] ;

[0152] in, The maximum load-bearing capacity of the sample after self-healing, is the maximum bearing capacity of the initial sample;

[0153] 5. Data recording and analysis:

[0154] Record the test results in a table and compare the actual measured values ​​with the preset expected values;

[0155] The assessment results include:

[0156] If the actual measured value of the self-healing time is greater than the expected value If the self-healing material is less than 10%, the choice of self-healing material needs to be re-evaluated;

[0157] If the actual measured value of strength recovery rate is lower than the expected value If the self-healing material ratio is less than 10%, it is necessary to adjust the self-healing material ratio or choose an alternative self-healing material.

[0158] The experimental table data is shown in Table 1 below;

[0159] ;

[0160] The above shows the application effect of different types of self-healing materials in the vibration reduction structure of the viscoelastic damper of the lightning rod of the substation; through specific experimental data, it is proved that the selected materials meet the design requirements in terms of self-healing time and strength recovery rate;

[0161] Based on the data in the table, the following key points can be summarized:

[0162] For the first-level designed polyurethane self-healing material:

[0163] Expected crack self-healing time =48 hours, the actual measurement range is between 46-49 hours, and the average is 47 hours.

[0164] Expected strength recovery rate =70%, the actual measurement results are between 67%-70%, and the average is 68%.

[0165] Through this design, the polyurethane material meets the requirements in terms of crack recovery time.

[0166] For secondary designed epoxy self-healing materials:

[0167] Expected crack self-healing time =24 hours, the actual measurement range is between 23-25 ​​hours, and the average is 24 hours.

[0168] Expected strength recovery rate =85%, the actual measurement results are between 84% and 86%, with an average of 85%.

[0169] The performance of epoxy resin material is stable and meets the design requirements.

[0170] For the three-level designed microcapsule self-healing material:

[0171] Expected crack self-healing time =12 hours, the actual measurement result is 11-12 hours, and the average value is 12 hours.

[0172] Expected strength recovery rate =95%, the actual measurement result is between 92%-95%, and the average is 93%.

[0173] The microcapsule material performed excellently in terms of strength recovery rate, exceeding expectations.

[0174] From the above data, it can be seen that the selected materials can effectively meet the predetermined expected values ​​at each design level. By selecting different self-healing materials, the best effect for different damping designs can be achieved.

[0175] The present invention has the following advantages in the selection and application of self-healing materials:

[0176] Quantitative selection criteria: Based on the preset expected values ​​of specific crack self-healing time and strength recovery rate, quantitative selection criteria are adopted to make the evaluation and selection of self-healing materials more scientific and systematic.

[0177] Application of graded design: By dividing the design into three levels and using different types of self-healing materials for each graded design, it is ensured that the structure has excellent self-healing performance under different working conditions. At the same time, this method matches the material selection with the design requirements, avoiding over-design and material waste.

[0178] Real-time feedback mechanism: By comparing actual measurements with set expectations, a real-time feedback mechanism has been developed, so that during the material selection and use process, the material ratio can be adjusted and optimized in time to ensure the safety and durability of the structure.

[0179] The above formulas are all dimensionless and numerical calculations. The formula is a formula for the most recent real situation obtained by collecting a large amount of data and performing software simulation. The preset parameters in the formula are set by technicians in this field according to actual conditions.

[0180] The above embodiments may be implemented in whole or in part by software, hardware, firmware or any other combination thereof. When implemented by software, the above embodiments may be implemented in whole or in part in the form of a computer program product. Those skilled in the art may appreciate that the units and algorithm steps of each example described in conjunction with the embodiments disclosed herein may be implemented by electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are performed by hardware or software methods depends on the specific application and design constraints of the technical solution.

[0181] The units described as separate components may or may not be physically separated, and the components shown as units may or may not be physical units, and may be located in one place or distributed on multiple network units. Some or all of the units may be selected according to actual needs to achieve the purpose of the solution of this embodiment.

[0182] The above description is only a specific implementation manner of the present application, but the protection scope of the present application is not limited thereto. Any technician familiar with the technical field can easily think of changes or substitutions within the technical scope disclosed in the present application, which should be included in the protection scope of the present application.

Claims

1. The seismic design and analysis method of the viscoelastic damper structure of the lightning rod in the substation is characterized by: A connecting shell with a supporting chamber is provided at the connecting point of the viscoelastic damper and the lightning rod, and the supporting chamber is divided into a plurality of partitions. At the position of each partition, an adaptive self-healing material is provided according to corresponding requirements, and a heating element and a light-curing lamp are provided in each partition. The combined use of the heating element and the light-curing lamp enables the self-healing material to repair the internal cracks of the connecting shell; the optimal selection method steps of the self-healing material include: Step S1: acquiring historical vibration data at the connection point between the viscoelastic damper and the lightning rod, the historical vibration data including vibration frequency, vibration acceleration and vibration displacement; Step S2: receiving and analyzing historical vibration data to extract the fluctuation range of vibration frequency, vibration acceleration and vibration displacement from the historical vibration data, and analyzing the fluctuation range of these values ​​to generate a damping demand evaluation coefficient for evaluating the damping demand of the support chamber, and generating an actual damping demand evaluation result of the support chamber according to the damping demand evaluation coefficient; Step S3: collecting and analyzing the pre-designed seismic performance data of each partition on the support chamber, generating a seismic design coefficient for evaluating the seismic performance of each partition, and generating a seismic performance evaluation result of each partition using the seismic design coefficient, wherein the seismic performance data includes the maximum vibration acceleration, the maximum vibration displacement, the maximum stress and the damping ratio requirement value; Step S4: according to the seismic performance evaluation result of each partition on the support chamber, the actual damping demand evaluation result of the support chamber is distributed to each partition to generate a corresponding sub-damping ratio requirement on each partition; Step S5: Each partition on the support chamber determines the expected values ​​of crack self-healing time and strength recovery rate according to the assigned sub-damping ratio requirements, and optimally selects the self-healing material based on these expected values.

2. The seismic design and analysis method of the substation lightning rod viscoelastic damper shock-absorbing structure according to claim 1 is characterized by: The partitioning of the support chamber and the determination of the self-healing material include: Obtain the stress cloud map corresponding to the supporting chamber inside the connection shell, and divide the supporting chamber into n partitions, and set i to represent the i-th partition, and i∈[1, 2, ..., n]; Get the maximum stress value in the stress cloud diagram ; and based on the maximum stress value Set the following thresholds: ； Based on the stress cloud diagram, the average stress value of the i-th partition is calculated and recorded as ; If the i-th partition When , the i-th partition is divided into a high stress partition; If the i-th partition When , the i-th partition is divided into the medium stress partition; If the i-th partition When , the i-th partition is divided into a low stress partition; in represent medium stress threshold and high stress threshold, respectively; The self-healing material includes, but is not limited to, at least one of a polyurethane self-healing material, an epoxy resin self-healing material, and a microcapsule self-healing material.

3. The seismic design and analysis method for the substation lightning rod viscoelastic damper shock-absorbing structure according to claim 2 is characterized by: The damping demand evaluation coefficient and the actual damping demand evaluation results are obtained, including: Sort the number of samples in the historical vibration data to form a sequence set {1, 2, ..., j, ..., M}, and calculate the maximum and minimum values ​​of each parameter corresponding to each sample in the sequence set, where j represents the index of the jth sample and M is the total number of samples; And determine the fluctuation range of vibration frequency, vibration acceleration and vibration displacement as follows: Vibration frequency fluctuation range ; and are the minimum and maximum values ​​of the vibration frequency respectively; Vibration acceleration fluctuation range ; and are the minimum and maximum values ​​of vibration acceleration respectively; Vibration displacement fluctuation range ; and are the minimum and maximum values ​​of vibration displacement respectively; Calculate the standardized indicators of vibration frequency, vibration acceleration and vibration displacement in the corresponding fluctuation range: ； Among them, Fd, Av and Dw represent the standardized indicators of vibration frequency, vibration acceleration and vibration displacement in the corresponding fluctuation range respectively; They represent the vibration frequency, vibration acceleration and vibration displacement of the jth sample in the historical vibration data respectively; The calculation formula for defining the damping demand evaluation coefficient is as follows: ； Among them, R is the damping demand evaluation coefficient, e1, e2 and e3 are the weight coefficients of vibration frequency, vibration acceleration and vibration displacement respectively, and the value range of e1, e2 and e3 is set to ; is the adjustment factor, Used to ensure that the value range of R is (0,1); Initially set e1=e2=e3. When any value of Fd, Av and Dw increases, it means that the corresponding vibration frequency, vibration acceleration or vibration displacement value increases. The increase of these values ​​means that the vibration force on the support chamber is greater, so more damping measures are needed. The value of R changes in direct proportion to the changes in Fd, Av and Dw; As R approaches 0, The value approaches 0. At this time, the vibration frequency, vibration acceleration and vibration displacement all tend to be close to 0, which means that the less damping measures are needed for the supporting chamber, the higher the structural safety; When R approaches 1, the vibration frequency, vibration acceleration and vibration displacement all tend to approach 1, indicating that the more damping measures are required for the supporting chamber, the lower the structural safety; Specifically, the actual damping demand assessment result is expressed as a damping ratio, where the damping ratio refers to the ratio of the damping capacity of the damping system represented by the connecting sleeve on the viscoelastic damper to the critical damping. The calculation formula is: ； in, is the damping ratio corresponding to the actual damping demand assessment result, CNS represents the actual damping coefficient of the damping system under the current damping measures of the support chamber, is the critical damping coefficient of the support chamber; set up The valid value range of is (0,1]; when The closer it is to 1, the more damping measures need to be set, and the higher the corresponding damping capacity requirement; when The closer it is to 0, the fewer damping measures need to be set, and the lower the corresponding damping capacity requirement; when When , the less damping measures are needed for the supporting chamber, it indicates that the actual damping capacity of the supporting chamber is lower than the critical damping capacity; therefore, the following first-level damping design is performed: The damping ratio value range of the actual damping demand evaluation result corresponding to the current support chamber is limited to ; It indicates the damping ratio that needs to be achieved by the damping measures adopted. At the same time, the connecting sleeve corresponding to the supporting chamber is made of rubber material to reduce the cost; when When the support chamber requires more damping measures than the primary damping design, the following secondary damping design is performed: The damping ratio value range of the actual damping demand evaluation result corresponding to the current support chamber is limited to ; It shows that the actual damping capacity of the support chamber needs to be enhanced to cope with medium-intensity vibration; additional dampers need to be added to the connecting shell corresponding to the support chamber; when When , the following three-level damping design is performed: The damping ratio value range of the actual damping demand evaluation result corresponding to the current support chamber is limited to ; It means that the support chamber needs to have a damping capacity higher than that of the secondary damping design to withstand strong dynamic effects and impacts; The support chamber introduces viscoelastic materials, shock-absorbing structures and reinforces the strength of structural materials to ensure that the required damping effect is achieved.

4. The seismic design and analysis method for the substation lightning rod viscoelastic damper shock-absorbing structure according to claim 3 is characterized by: The acquisition of seismic design coefficients includes: Based on the historical vibration data, the expert group system records the maximum vibration acceleration, maximum vibration displacement, maximum stress and damping ratio requirement values ​​of the i-th partition as ; The seismic design factor of the ith partition is defined as , the calculation formula is as follows: ； in, is the correction factor, , The value range of is (0, 1), and the judgment threshold of the seismic design factor is set to Q1, and Q1∈(0, 1), and the reference value of Q1 is set to ; The seismic performance evaluation results are as follows: when When An increase in at least one parameter leads to an overall The product becomes larger and makes , which means that the external vibration force that the current i-th partition can withstand is large, and the seismic performance of the i-th partition is excellent; when When The reduction of at least one parameter in The product becomes smaller and makes , which means that the external vibration force that the current i-th partition can withstand is small, indicating that the seismic performance of the i-th partition is poor.

5. The seismic design and analysis method for the viscoelastic damper structure of a lightning rod in a substation according to claim 4 is characterized by: Generate corresponding sub-damping ratio requirements on each partition, including: According to the damping demand evaluation coefficient of the current support chamber, the corresponding damping ratio value range is determined; by As a benchmark, the damping ratio represented by the actual damping demand evaluation result is allocated to each partition i to generate the corresponding sub-damping ratio demand, and the sub-damping ratio is recorded as : ； when When , the first-level damping design is performed for the i-th partition. If the i-th partition is a high-stress partition, the first-level damping design is upgraded to the second-level damping design. when When , the second-level damping design is performed for the i-th partition. If the i-th partition is a high-stress partition, the second-level damping design is upgraded to the third-level damping design. when When , a three-level damping design is performed for the i-th partition.

6. The seismic design and analysis method for the viscoelastic damper shock-absorbing structure of a lightning rod in a substation according to claim 5, characterized in that: Determine the expected values ​​of crack self-healing time and strength recovery rate for each partition, and make the best selection of self-healing materials based on these expected values, including: The crack self-healing time and strength recovery rate of the i-th partition are set to be and : For the primary damping design, polyurethane self-healing material is selected; For the secondary damping design, epoxy self-healing material is selected; For the three-level damping design, microcapsule self-healing materials are selected; Laboratory tests are carried out on the selected self-healing materials to verify their self-healing properties, and then an evaluation result of the self-healing materials is given.

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