An anti-seismic type pipeline hanger deformation risk early warning method and related equipment

Abstract

The application relates to an anti-seismic pipeline hanger deformation risk early warning method and related equipment, and relates to the technical field of pipeline hanger stress detection. In the method, historical data of an anti-seismic pipeline hanger are acquired, the historical data including time, uniformly distributed load per unit length, span and cross-section modulus; the daily stress of the anti-seismic pipeline hanger is calculated according to the historical data; the daily stress is decomposed into multiple stress cycles, each stress cycle including stress size and the number of occurrences; the three-dimensional model of the anti-seismic pipeline hanger is applied to the seismic load determined by the response spectrum analysis to obtain the seismic stress of the anti-seismic pipeline hanger; the cumulative damage index of the anti-seismic pipeline hanger is calculated according to the fatigue contribution of the multiple stress cycles and the seismic stress; and the remaining life of the anti-seismic pipeline hanger is predicted based on the cumulative damage index and the current damage accumulation rate, and the current damage accumulation rate is determined by the multiple stress cycles. The anti-seismic pipeline hanger deformation risk early warning is more comprehensive and accurate.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of pipeline hanger stress detection, and particularly relates to a seismic pipeline hanger deformation risk early warning method and related equipment. BACKGROUND

[0002] In practical applications, pipeline hanger seismic technology has been widely applied. Many industrial enterprises and engineering projects have adopted advanced seismic technology and materials to improve the seismic performance of the pipeline system. For example, in the fields of petrochemical industry, power, water treatment, etc., the seismic design and construction of pipeline hangers have become part of the standard specifications. However, it should also be noted that in practical applications, pipeline hanger seismic technology still faces some challenges and problems. For example, different engineering projects have different requirements for the seismic performance of pipeline hangers, and customized design and construction need to be carried out for specific projects; in addition, the long-term operation and maintenance of pipeline hangers also need to consider the influence of seismic performance.

[0003] In related technologies, the design of seismic pipeline hangers mainly relies on analysis methods to predict and evaluate their performance during earthquakes. Specifically, the commonly used finite element analysis (FEA) is widely used to simulate the structural response of pipeline hangers under seismic loads. This technology establishes a mathematical model of the pipeline hanger, inputs the preset seismic load parameters, and calculates the maximum stress points and deformation of key parts that may occur.

[0004] However, because the computational capacity of finite element analysis is limited when dealing with large amounts of historical data and continuous loads. Leading to the related technology cannot fully capture the small but critical structural changes that may occur in the hanger during long-term use, and thus because of the incompleteness of the data, the deformation risk early warning of the seismic pipeline hanger is not accurate enough. SUMMARY

[0005] The present application provides a seismic pipeline hanger deformation risk early warning method and related equipment, which is used for more comprehensive and accurate deformation risk early warning of the seismic pipeline hanger.

[0006] In a first aspect, the present application provides a seismic pipeline hanger deformation risk early warning method, comprising:

[0007] Obtaining historical data of the seismic pipeline hanger, the historical data including time, uniformly distributed load per unit length, span, and cross-sectional modulus;

[0008] Calculating the daily stress of the seismic pipeline hanger according to the historical data;

[0009] Decomposing the daily stress into a plurality of stress cycles, each stress cycle including stress size and its occurrence times;

[0010] The seismic load determined by the response spectrum analysis is applied to the three-dimensional model of the seismic pipeline hanger to obtain the seismic stress of the seismic pipeline hanger;

[0011] The cumulative damage index of the seismic pipeline hanger is calculated according to the fatigue contribution of the multiple stress cycles and the seismic stress;

[0012] The remaining life of the seismic pipeline hanger is predicted based on the cumulative damage index and the current damage accumulation rate, and the current damage accumulation rate is determined by the multiple stress cycles.

[0013] In the above embodiment, the daily stress of the seismic pipeline hanger is calculated according to historical data. The daily stress is decomposed into multiple stress cycles, each stress cycle including stress size and its occurrence times. The cumulative damage index of the seismic pipeline hanger is calculated according to the fatigue contribution of the multiple stress cycles and the seismic stress by applying the seismic load determined by the response spectrum analysis to the three-dimensional model of the seismic pipeline hanger. The cumulative damage index comprehensively considers the influence of the daily stress and the seismic stress on the fatigue damage of the pipeline hanger, quantifies the damage degree of the pipeline hanger, and provides a basis for predicting the remaining life. The remaining life of the seismic pipeline hanger is predicted based on the cumulative damage index and the current damage accumulation rate. The prediction of the remaining life comprehensively considers the historical stress condition and the current damage state of the pipeline hanger, and provides a quantitative risk warning index. It can be seen that from the comprehensiveness of data and the accuracy of analysis, the deficiency of relying only on finite element analysis in related technology is made up, which leads to inaccurate warning due to incomplete data, and a more comprehensive and accurate seismic pipeline hanger deformation risk warning method is provided, which can effectively guide the maintenance and replacement of the pipeline hanger and improve its safety and reliability.

[0014] In combination with some embodiments of the first aspect, in some embodiments, the step of calculating the daily stress of the seismic pipeline hanger according to historical data specifically comprises:

[0015] The daily stress of the seismic pipeline hanger is calculated according to a preset stress formula based on historical data;

[0016] The preset stress formula is:

[0017]

[0018] In the formula, σ t is the daily stress of the seismic pipeline hanger at t time, M t is the moment at t time, Z is the sectional modulus of the seismic pipeline hanger, w t is the uniform distributed load per unit length of the seismic pipeline hanger at t time, and L is the span of the seismic pipeline hanger.

[0019] In the above embodiments, the daily stress of the seismic pipe hanger is calculated according to historical data by using a preset stress formula. The preset stress formula takes into account the key parameters of the seismic pipe hanger, such as span, uniformly distributed load, and material properties such as cross-sectional modulus. By substituting these parameters into the formula, the actual stress level of the pipe hanger in daily use can be accurately calculated. The calculation using historical data ensures that the calculation results can reflect the stress state of the pipe hanger under actual operating conditions, providing a reliable data basis for subsequent fatigue analysis and life prediction. At the same time, the geometric parameters and load parameters of the pipe hanger are organically combined to establish the relationship between stress and external factors. The formula fully considers the influence of the span of the pipe hanger on the stress, which reflects the basic principle that the larger the span, the greater the stress. At the same time, the influence of the uniformly distributed load borne by the pipe hanger on the stress is also considered, that is, the greater the load, the greater the stress. By substituting these two key parameters into the formula, the stress level of the pipe hanger under different span and load conditions can be accurately calculated, providing quantitative data support for subsequent fatigue analysis and improving the accuracy and reliability of deformation risk warning.

[0020] In combination with some embodiments of the first aspect, in some embodiments, before the step of applying the seismic load determined by the response spectrum analysis to the three-dimensional model of the seismic pipe hanger to obtain the seismic stress of the seismic pipe hanger, the method comprises: calculating the total displacement, total velocity, and total acceleration response of the seismic pipe hanger according to a response spectrum formula;

[0021] The response spectrum formula is calculated as:

[0022]

[0023] In the formula, K is the stiffness matrix of the seismic pipe hanger, Φ i is the mode shape vector of the i-th mode of the seismic pipe hanger, ω i is the vibration frequency of the i-th mode of the seismic pipe hanger, M is the mass matrix of the seismic pipe hanger, ζ is the damping ratio of the seismic pipe hanger, D i is the maximum displacement of the i-th mode of the seismic pipe hanger, V i is the velocity of the i-th mode of the seismic pipe hanger, A i is the acceleration response of the i-th mode of the seismic pipe hanger, D total is the total displacement of the seismic pipe hanger, V total is the total velocity of the seismic pipe hanger, A total is the total acceleration response of the seismic pipe hanger;

[0024] The total displacement, total velocity, and total acceleration response are determined as the seismic load.

[0025] In the above embodiments, the total displacement, total velocity and total acceleration response are determined as the seismic load. The dynamic response of the pipe hanger under the seismic action is the direct cause of additional stress and deformation of the pipe hanger, and the responses are taken as the seismic load, which can directly reflect the influence degree of the seismic action on the pipe hanger. The total displacement reflects the overall deformation of the pipe hanger under the seismic action, and the total velocity and total acceleration reflect the dynamic action on the pipe hanger. The responses are determined as the seismic load, which can directly associate the seismic action with the stress state of the pipe hanger and provide reasonable load conditions for subsequent seismic stress analysis. At the same time, the dynamic response is taken as the seismic load, which also provides a quantitative basis for the seismic design of the pipe hanger under the seismic action.

[0026] In combination with some embodiments of the first aspect, in some embodiments, the step of calculating the cumulative damage index of the seismic pipe hanger according to the fatigue contribution of the plurality of stress cycles and the seismic stress specifically comprises:

[0027] According to the material of the seismic pipe hanger, a stress life curve of the material is obtained;

[0028] According to the stress life curve, a fatigue limit number of a current stress is obtained, the current stress being any stress in the stress cycles or the seismic stress;

[0029] The number of occurrences of the current stress is determined, and the quotient of the number of occurrences and the corresponding fatigue limit number is taken as the single damage of the current stress;

[0030] The cumulative damage is obtained by accumulating all the single damages.

[0031] In the above embodiment, the stress life curve of the material of the anti-seismic type pipeline hanger is obtained according to the material, and the fatigue limit number of the current stress is obtained according to the stress life curve. The stress life curve reflects the fatigue life of the material under different stress levels, and is an important basis for evaluating the fatigue performance of the material. By obtaining the stress life curve of the material, the fatigue limit number of the pipeline hanger material under the actual stress level can be determined, that is, the maximum cycle number that the material can withstand under the stress level. By correlating the current stress with the fatigue limit number, the influence of the current stress on the fatigue damage of the pipeline hanger can be evaluated, and important parameters are provided for subsequent cumulative damage calculation. The number of occurrences of the current stress is determined, and the quotient of the number of occurrences and the corresponding fatigue limit number is taken as the single damage of the current stress, and the cumulative damage is obtained by accumulating all single damages. This process realizes the fatigue influence of the current stress. By comparing the number of occurrences of the current stress with the fatigue limit number thereof, the degree of damage to the fatigue life of the pipeline hanger under the action of the current stress can be calculated, that is, the single damage. By accumulating all stress cycles and the single damage of the seismic stress, the cumulative damage index of the pipeline hanger in the entire load history can be obtained, which provides a quantitative basis for subsequent residual life prediction.

[0032] In combination with some embodiments of the first aspect, in some embodiments, the current damage accumulation rate is:

[0033] a reference stress is obtained by multiplying each stress by the corresponding number of occurrences and then dividing by the total number of times;

[0034] the fatigue limit number corresponding to the reference stress is found according to the stress life curve;

[0035] the found fatigue limit number is determined as the current damage accumulation rate.

[0036] In the above embodiment, a reference stress is obtained by multiplying each stress by the corresponding number of occurrences and then dividing by the total number of times, the fatigue limit number corresponding to the reference stress is found according to the stress life curve, and the found fatigue limit number is determined as the current damage accumulation rate. This process realizes the simplification of the complex stress history experienced by the pipeline hanger into an equivalent reference stress, and uses the fatigue limit number corresponding to the reference stress to represent the current damage accumulation rate. By correlating the reference stress with the stress life curve of the material, the residual fatigue life of the pipeline hanger under the current damage state can be intuitively evaluated, which provides an important basis for subsequent maintenance decisions. At the same time, by using the concept of damage accumulation rate, the damage state of the pipeline hanger can be associated with the time factor, which facilitates dynamic prediction of the fatigue life.

[0037] In some embodiments of the first aspect, in some embodiments, the method further comprises, based on the cumulative damage index and the current damage accumulation rate, predicting the remaining life of the seismic pipe hanger, wherein the current damage accumulation rate is determined after the step of determining the stress cycles, and the method further comprises:

[0038] The historical data and the seismic load used in the current calculation of the remaining life are determined as used data.

[0039] In the event of an earthquake or the expected time being reached, the step of obtaining the historical data of the seismic pipe hanger is performed in the unused data.

[0040] In the above embodiment, in the event of an earthquake or the expected time being reached, the step of obtaining the historical data of the seismic pipe hanger is re-performed in the unused data. This measure realizes dynamic updating of the remaining life prediction of the pipe hanger. The remaining life prediction is re-performed using the latest historical data without starting from scratch. This method can make full use of the existing calculation results, reduce the workload of repeated calculation, and improve the prediction efficiency. At the same time, the dynamic updating mechanism can ensure that the remaining life prediction result is always synchronized with the actual state of the pipe hanger.

[0041] In some embodiments of the first aspect, in some embodiments, the expected time is determined by the difference between the remaining life and the preset maintenance threshold, and then divided by the current damage accumulation rate.

[0042] In the above embodiment, the expected time is determined by the difference between the remaining life and the preset maintenance threshold, and then divided by the current damage accumulation rate. This method can reasonably determine the time node of the next life prediction according to the actual damage state of the pipe hanger and the preset maintenance standard.

[0043] In a second aspect, the embodiments of the present application provide a seismic pipe hanger deformation risk warning system, which comprises one or more processors and a memory.

[0044] The memory is coupled to the one or more processors, and the memory is configured to store computer program code, the computer program code comprising computer instructions, and the one or more processors are configured to invoke the computer instructions to cause the seismic pipe hanger deformation risk warning system to perform the method described in the first aspect and any possible implementation manner of the first aspect.

[0045] In a third aspect, the embodiments of the present application provide a computer program product comprising instructions, which, when executed on a server, cause the server to perform the method described in the first aspect and any possible implementation manner of the first aspect.

[0046] In a fourth aspect, the embodiments of the present application provide a computer readable storage medium, including instructions, when the instructions run on the anti-seismic pipeline hanger deformation risk early warning system, the anti-seismic pipeline hanger deformation risk early warning system executes the method as described in the first aspect and any possible implementation manner of the first aspect.

[0047] It can be understood that the anti-seismic pipeline hanger deformation risk early warning system provided in the second aspect, the computer program product provided in the third aspect, and the computer storage medium provided in the fourth aspect are all used to execute the anti-seismic pipeline hanger deformation risk early warning method provided in the embodiments of the present application. Therefore, the beneficial effects that can be achieved are referred to the beneficial effects in the corresponding method, which will not be described here.

[0048] The one or more technical solutions provided in the embodiments of the present application have at least the following technical effects or advantages:

[0049] 1. The anti-seismic pipeline hanger deformation risk early warning method provided in the present application calculates the daily stress of the anti-seismic pipeline hanger according to historical data using a preset stress formula. The preset stress formula considers the key parameters of the anti-seismic pipeline hanger, such as span, uniformly distributed load, and material properties such as cross-sectional modulus. By substituting these parameters into the formula, the actual stress level of the pipeline hanger in daily use can be accurately calculated. Using historical data for calculation ensures that the calculation results can reflect the stress state of the pipeline hanger under actual operating conditions, providing a reliable data basis for subsequent fatigue analysis and life prediction. At the same time, the geometric parameters and load parameters of the pipeline hanger are organically combined to establish the relationship between stress and external factors. The formula fully considers the influence of the span of the pipeline hanger on the stress, reflecting the basic principle that the larger the span, the greater the stress. At the same time, it also considers the influence of the uniformly distributed load borne by the pipeline hanger on the stress, that is, the greater the load, the greater the stress. By substituting these two key parameters into the formula, the stress level of the pipeline hanger under different span and load conditions can be accurately calculated, providing quantitative data support for subsequent fatigue analysis and improving the accuracy and reliability of deformation risk early warning.

[0050] 2, The anti-seismic pipeline hanger deformation risk early warning method provided by the application obtains the stress life curve of the material according to the material of the anti-seismic pipeline hanger, and obtains the fatigue limit number of the current stress according to the stress life curve. The stress life curve reflects the fatigue life of the material under different stress levels, and is an important basis for evaluating the fatigue performance of the material. By obtaining the stress life curve of the material, the fatigue limit number of the pipeline hanger material under the actual stress level can be determined, that is, the maximum cycle number that the material can withstand under the stress level. By correlating the current stress with the fatigue limit number, the influence of the current stress on the fatigue damage of the pipeline hanger can be evaluated, and important parameters are provided for subsequent cumulative damage calculation. The number of occurrences of the current stress is determined, and the quotient of the number of occurrences and the corresponding fatigue limit number is taken as the single damage of the current stress, and the cumulative damage is obtained by accumulating all single damages. This process realizes the fatigue influence of the current stress. By comparing the number of occurrences of the current stress with the fatigue limit number, the degree of damage to the fatigue life of the pipeline hanger under the action of the current stress can be calculated, that is, the single damage. By adding up the single damages of all stress cycles and seismic stresses, the cumulative damage index of the pipeline hanger in the entire load history can be obtained, which provides a quantitative basis for subsequent residual life prediction.

[0051] 3, The anti-seismic pipeline hanger deformation risk early warning method provided by the application multiplies each stress by its corresponding number of occurrences, and then divides the reference stress by the total number to obtain the reference stress. According to the stress life curve, the fatigue limit number corresponding to the reference stress is found, and the found fatigue limit number is determined as the current damage accumulation rate. This process realizes the simplification of the complex stress history experienced by the pipeline hanger into an equivalent reference stress, and uses the fatigue limit number corresponding to the reference stress to represent the current damage accumulation rate. By correlating the reference stress with the stress life curve of the material, the residual fatigue life of the pipeline hanger under the current damage state can be intuitively evaluated, which provides an important basis for subsequent maintenance decision. At the same time, by using the concept of damage accumulation rate, the damage state of the pipeline hanger can be associated with the time factor, which facilitates dynamic prediction of fatigue life. BRIEF DESCRIPTION OF DRAWINGS

[0052] Figure 1 A flowchart of the anti-seismic pipeline hanger deformation risk early warning method provided by the application.

[0053] Figure 2 Another flowchart of the anti-seismic pipeline hanger deformation risk early warning method provided by the application.

[0054] Figure 3 A schematic diagram of the entity device of the anti-seismic pipeline hanger deformation risk early warning system provided by the application. DETAILED DESCRIPTION

[0055] The terminology used in the following embodiments of this application is for the purpose of describing particular embodiments only and is not intended to be limiting of this application. As used in the specification and appended claims of this application, the singular expressions “a,” “an,” “the,” “the,” “the,” and “this” are intended to include the plural expressions as well, unless the context clearly indicates otherwise. It should also be understood that the term “and / or” as used in this application refers to any or all possible combinations including one or more of the listed items.

[0056] Hereinafter, the terms "first" and "second" are used for descriptive purposes only and should not be construed as implying or suggesting relative importance or implicitly indicating the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature, and in the description of the embodiments of this application, unless otherwise stated, "multiple" means two or more.

[0057] The deformation risk warning method for seismic-resistant pipe hangers in this embodiment is described below:

[0058] like Figure 1 As shown, Figure 1 A flowchart illustrating the method for early warning of deformation risk of seismic-resistant pipe hangers provided in this application.

[0059] S101. Obtain historical data of seismic-resistant pipe hangers. Historical data includes time, uniformly distributed load per unit length, span, and section modulus.

[0060] In some embodiments, the uniformly distributed load per unit length is the sum of the self-weight of the seismic-resistant pipe hanger and the weight of the pipe it supports. It is important to note that the span and section modulus are typically fixed in this case, as they primarily depend on the geometry and material properties of the pipe hanger, parameters determined during the design and installation phases. In contrast, the uniformly distributed load per unit length can vary dynamically with the flow of the medium within the pipe; for example, the weight of water flowing through the pipe will affect the uniformly distributed load per unit length.

[0061] It should be noted that the average flow rate of the medium in the pipeline over a certain time interval can be equivalent to the weight of the medium during that time interval. In this way, the uniformly distributed load per unit length can be expressed as the sum of the self-weight of the seismic-resistant pipe hanger, the weight of the pipe, and the equivalent weight of the medium per unit length. Through this equivalence, the dynamically changing medium load can be transformed into a static uniformly distributed load, facilitating subsequent stress analysis and fatigue assessment.

[0062] In some embodiments, the time data can be obtained in various ways. For example, the start and end times of the load action can be automatically recorded by installing a time-stamping instrument on the pipe hanger; the time information can also be obtained by manual recording or other timing devices. The uniform distribution load per unit length can also be obtained in various ways, such as by arranging a load cell on the pipe hanger to measure the load change in real time; or by calculating the uniform distribution load per unit length according to the flow rate, density and other parameters of the medium in the pipe, combined with the geometric dimensions of the pipe and hanger. As for the span, it can be obtained by directly measuring the geometric dimensions of the pipe hanger, or by consulting design drawings or using a laser range finder or other equipment to measure. The cross-sectional modulus, as a material property, can be obtained by consulting material manuals, tensile testing or ultrasonic testing, etc., which are not limited here.

[0063] In actual use, the amount of historical data can be large. In order to improve data processing efficiency, the historical data needs to be properly classified and filtered in some embodiments. One feasible approach is to set a time threshold, divide the historical data into several intervals according to the time sequence based on the threshold, and select a representative sampling point in each interval, such as the midpoint of the interval or the point with the largest load change, so as to achieve the purpose of reducing the amount of data.

[0064] For the case that missing sampling points may occur in individual intervals, interpolation methods can be used for data supplementation, such as using Lagrange interpolation polynomials, spline interpolation and other numerical methods to estimate the approximate range of missing data according to the sampling points of adjacent intervals. Another approach is to adjust the interval division strategy, and directly classify the sampling points according to the time sequence, so that each region contains data points, thereby avoiding the problem of data missing.

[0065] S102, calculating the daily stress of the seismic pipe hanger according to the historical data.

[0066] In some embodiments, step S102 specifically comprises:

[0067] calculating the daily stress of the seismic pipe hanger according to the historical data using a preset stress formula;

[0068] The preset stress formula is:

[0069]

[0070] In the formula, σ t is the daily stress of the seismic pipe hanger at time t, M t is the moment at time t, Z is the cross-sectional modulus of the seismic pipe hanger, and w tL is the span of the anti-seismic pipe hanger.

[0071] First, according to the bending normal stress formula in material mechanics, we have:

[0072]

[0073] where M t is the moment at time t.

[0074] For the expression of the anti-seismic pipe hanger under the uniform load M t , we assume it to be:

[0075] M x = qX 2 / 2 (2)

[0076] where q is the undetermined coefficient and X is the coordinate on the anti-seismic pipe hanger.

[0077] Since the bending moments at both ends of the anti-seismic pipe hanger are zero, i.e., M x＝0 = M x＝L = 0, substituting into equation (2) gives:

[0078] q·0 2 / 2 = q·L 2 / 2 = 0 (3)

[0079] Solving for q gives q = -w t . Substituting it into equation (2) gives:

[0080] M x = -w t X 2 / 2 (4)

[0081] When X = L / 2, the bending moment takes the maximum value:

[0082] M max = M L / 2 = -w t L 2 / 8 (5)

[0083] Substituting M max into equation (1) gives:

[0084]

[0085] As can be seen, the daily stress of the seismic pipe hanger is calculated according to historical data using a preset stress formula. The preset stress formula takes into account key parameters of the seismic pipe hanger, such as span, uniformly distributed load, and material properties such as cross-sectional modulus. By substituting these parameters into the formula, the actual stress level of the pipe hanger in daily use can be accurately calculated. The calculation using historical data ensures that the calculation results can reflect the stress state of the pipe hanger under actual operating conditions, providing a reliable data basis for subsequent fatigue analysis and life prediction. At the same time, the geometric parameters and load parameters of the pipe hanger are organically combined to establish a relationship between stress and external factors. The formula fully considers the influence of the span of the pipe hanger on the stress, embodying the basic principle that the larger the span, the greater the stress. At the same time, it also takes into account the influence of the uniformly distributed load borne by the pipe hanger on the stress, that is, the greater the load, the greater the stress. By substituting these two key parameters into the formula, the stress level of the pipe hanger under different span and load conditions can be accurately calculated, providing quantitative data support for subsequent fatigue analysis and improving the accuracy and reliability of deformation risk early warning.

[0086] S103, decompose the daily stress into a plurality of stress cycles, each stress cycle including a stress size and a number of occurrences of the stress size.

[0087] In some embodiments, it is necessary to count the frequency or probability of occurrence of each stress amplitude. This process can normalize the number of cycles corresponding to different stress amplitudes with the help of stress-life curves or probability density functions and other tools. By introducing the frequency or probability of occurrence, the load spectrum characteristics experienced by the pipe hanger in actual use can be more accurately described, providing more reliable input data for subsequent fatigue damage accumulation analysis.

[0088] In some reference embodiments, for a piping hanger subjected to periodic temperature load, the computer first obtains the stress time history curve of the piping hanger in a complete temperature cycle according to the calculation result of S102 step. Through statistical analysis of the stress time history, it is found that the maximum stress of the piping hanger is 80 MPa, the minimum stress is 20 MPa, and the mean value and root mean square value of the stress are 50 MPa and 60 MPa, respectively. The rainflow counting method is used to decompose the stress time history into complete cycles and half cycles. After decomposition, it is found that the piping hanger undergoes 100 complete cycles with a stress amplitude of 60 MPa and 50 half cycles with a stress amplitude of 30 MPa in a temperature cycle. According to the S-N curve of the piping hanger material, the number of cycles corresponding to different stress amplitudes is converted into fatigue damage contribution. For example, for a stress cycle of 60 MPa, according to the S-N curve, its fatigue life is 100,000 times, so its fatigue damage contribution is 100 / 100,000 = 0.001. Similarly, for a stress cycle of 30 MPa, its fatigue damage contribution is 50 / 1,000,000 = 0.00005.

[0089] S104, the seismic load determined by the response spectrum analysis is applied to the three-dimensional model of the seismic type piping hanger to obtain the seismic stress of the seismic type piping hanger.

[0090] In some embodiments, it is necessary to build a three-dimensional structural model of the piping hanger in the finite element analysis software according to the layout drawing and design parameters of the piping hanger. Similar to S102 step, the three-dimensional model of the piping hanger can use different discretization methods such as beam element, shell element or solid element, and the specific selection depends on the complexity of the piping hanger structure and the accuracy requirement of the analysis.

[0091] In some embodiments, the response spectrum analysis method can be used to convert the seismic load into an equivalent static load and apply it to the three-dimensional model of the piping hanger. The response spectrum analysis method assumes that the structure remains linearly elastic under seismic action, so the seismic response can be decomposed into a linear combination of multiple modes, greatly simplifying the calculation process of dynamic analysis. For each mode, the computer calculates the equivalent seismic load of the mode according to its participation coefficient and seismic response spectrum value, and then combines the contributions of all modes to obtain the seismic response of the entire structure.

[0092] In some embodiments, the finite element analysis method is used to perform static analysis on the three-dimensional model of the piping hanger to obtain the stress distribution cloud and deformation diagram of the piping hanger under seismic load. By analyzing the distribution law of stress and deformation, the weak parts and potential failure modes of the piping hanger under seismic conditions can be identified, and measures for seismic reinforcement or optimization design can be proposed accordingly.

[0093] In some embodiments, before step S104, the method further comprises:

[0094] The total displacement, total velocity and total acceleration response of the anti-seismic pipeline hanger are calculated according to the response spectrum formula.

[0095] The response spectrum formula calculation is:

[0096]

[0097] In the formula, K is the stiffness matrix of the anti-seismic pipeline hanger, Φ i is the mode shape vector of the i th mode of the anti-seismic pipeline hanger, ω i is the vibration frequency of the i th mode of the anti-seismic pipeline hanger, M is the mass matrix of the anti-seismic pipeline hanger, ζ is the damping ratio of the anti-seismic pipeline hanger, D i is the maximum displacement of the i th mode of the anti-seismic pipeline hanger, V i is the velocity of the i th mode of the anti-seismic pipeline hanger, A i is the acceleration response of the i th mode of the anti-seismic pipeline hanger, D total is the total displacement of the anti-seismic pipeline hanger, V total is the total velocity of the anti-seismic pipeline hanger, A total is the total acceleration response of the anti-seismic pipeline hanger.

[0098] The total displacement, total velocity and total acceleration response are determined as the seismic load.

[0099] It can be seen that the total displacement, total velocity and total acceleration response are determined as the seismic load. The dynamic response of the pipeline hanger under the action of the earthquake is the direct cause of the additional stress and deformation of the pipeline hanger. By determining these responses as the seismic load, the influence degree of the earthquake action on the pipeline hanger can be directly reflected. The total displacement reflects the overall deformation of the pipeline hanger under the action of the earthquake, and the total velocity and total acceleration reflect the dynamic action size of the pipeline hanger. By determining these responses as the seismic load, the earthquake action can be directly associated with the stress state of the pipeline hanger, thereby providing a reasonable load condition for subsequent seismic stress analysis. At the same time, by determining the dynamic response as the seismic load, a quantitative basis is provided for the anti-seismic design of the pipeline hanger under the action of the earthquake.

[0100] S105, calculating the cumulative damage index of the anti-seismic pipeline hanger according to the fatigue contribution of the multiple stress cycles and the seismic stress.

[0101] In some embodiments, the fatigue damage contribution caused by daily loads is calculated based on the stress cycle data obtained in step S103. For each stress cycle, the computer uses the SN curve or ε-N curve to find the corresponding fatigue life based on the stress amplitude or strain amplitude, and then calculates its fatigue damage contribution based on the actual number of cycles for that stress cycle. The fatigue damage contribution is usually expressed as a damage fraction, i.e., the ratio of the actual number of cycles to the fatigue life. Then, the fatigue damage contribution caused by seismic loads needs to be calculated based on the seismic stress data obtained in step S104. Since seismic loads are random and short-duration dynamic loads, their fatigue damage mechanism differs from that of daily loads. The equivalent stress method or equivalent strain method is usually used to simplify the seismic load into a small number of equivalent stress cycles or equivalent strain cycles, and then its fatigue damage contribution is calculated based on the SN curve or ε-N curve. According to the linear cumulative damage theory, the fatigue damage contributions caused by daily loads and seismic loads are linearly superimposed to obtain the cumulative damage index of the pipe hanger.

[0102] S106. Predict the remaining life of seismic-resistant pipe hangers based on the cumulative damage index and the current cumulative damage rate, where the current cumulative damage rate is determined by multiple stress cycles.

[0103] It should be noted that remaining fatigue life reflects the remaining time or number of load cycles before a pipe hanger reaches fatigue failure from its current state, and is a key basis for formulating pipe hanger maintenance and replacement strategies. Current damage accumulation rate is a proportion of the fatigue life to be consumed in a future period to the total fatigue life.

[0104] As can be seen, the daily stress of the seismic-resistant pipe hanger was calculated based on historical data. This daily stress was decomposed into multiple stress cycles, each including the stress magnitude and the frequency of its occurrence. The seismic load determined by response spectrum analysis was applied to the three-dimensional model of the seismic-resistant pipe hanger, and the cumulative damage index was calculated based on the fatigue contribution of multiple stress cycles and seismic stress. The cumulative damage index comprehensively considers the impact of daily stress and seismic stress on the fatigue damage of the pipe hanger, quantifying the degree of damage and providing a basis for predicting its remaining life. Based on the cumulative damage index and the current damage accumulation rate, the remaining life of the seismic-resistant pipe hanger was predicted. The prediction of remaining life comprehensively considers the historical stress conditions and current damage state of the pipe hanger, providing a quantitative risk warning indicator. Therefore, by addressing both the comprehensiveness of the data and the accuracy of the analysis, this method overcomes the shortcomings of related technologies that rely solely on finite element analysis, which suffers from incomplete data and inaccurate warnings. It provides a more comprehensive and accurate method for predicting the deformation risk of seismic-resistant pipe hangers, effectively guiding the maintenance and replacement of pipe hangers and improving their safety and reliability.

[0105] like Figure 2 As shown,Figure 2 Another flowchart of the anti-seismic pipeline hanger deformation risk early warning method provided in the present application is shown.

[0106] Step S105 specifically includes:

[0107] S201, obtaining a stress life curve of a material according to the material of the anti-seismic pipeline hanger.

[0108] The stress life curve reflects the fatigue life of the material under different stress amplitudes, and is usually plotted on a double logarithmic coordinate, with the horizontal coordinate being the stress amplitude and the vertical coordinate being the fatigue life (cycle number).

[0109] In some embodiments, according to the material properties of the pipeline hanger, such as material grade, chemical composition, mechanical properties, etc., the stress life curve of the material is obtained by consulting relevant material manuals or standards.

[0110] S202, obtaining a fatigue limit number of a current stress according to the stress life curve, the current stress being any stress in the stress cycle or a seismic stress.

[0111] The pipeline hanger will experience various loads in the process of use, and these loads will produce different sizes of stresses on the hanger. It is necessary to determine the fatigue limit number of each stress level on the stress life curve of the material, that is, the maximum number of cycles that the material can experience under this stress level.

[0112] S203, determining the number of occurrences of the current stress, and taking the quotient of the number of occurrences and the corresponding fatigue limit number as the single damage of the current stress.

[0113] The number of occurrences of each stress level actually experienced by the pipeline hanger is counted. Dividing the actual number by the fatigue limit number gives the fatigue damage caused by this stress level. This damage can be understood as how much fatigue life the material consumes under this stress level.

[0114] S204, accumulating all single damages to obtain a cumulative damage.

[0115] Adding up the fatigue damages caused by all stress levels experienced by the pipeline hanger gives the total cumulative damage. The cumulative damage reflects the overall fatigue state of the pipeline hanger. When the cumulative damage is close to 1, it means that the fatigue life of the pipeline hanger has almost been exhausted, and fatigue failure may occur.

[0116] It can be seen that the stress life curve of the material of the anti-seismic type pipeline hanger is obtained according to the material of the anti-seismic type pipeline hanger, and the fatigue limit number of the current stress is obtained according to the stress life curve. The stress life curve reflects the fatigue life of the material under different stress levels, and is an important basis for evaluating the fatigue performance of the material. By obtaining the stress life curve of the material, the fatigue limit number of the pipeline hanger material under the actual stress level can be determined, that is, the maximum cycle number that the material can withstand under the stress level. By correlating the current stress with the fatigue limit number, the influence of the current stress on the fatigue damage of the pipeline hanger can be evaluated, and important parameters are provided for subsequent cumulative damage calculation. The number of occurrences of the current stress is determined, and the quotient of the number of occurrences and the corresponding fatigue limit number is taken as the single damage of the current stress, and the cumulative damage is obtained by accumulating all single damages. This process realizes the fatigue influence of the current stress. By comparing the number of occurrences of the current stress with the fatigue limit number thereof, the degree of damage to the fatigue life of the pipeline hanger under the action of the current stress can be calculated, that is, the single damage. By accumulating all stress cycles and the single damage of the seismic stress, the cumulative damage index of the pipeline hanger in the entire load history can be obtained, which provides a quantitative basis for subsequent residual life prediction.

[0117] In some embodiments, the current damage accumulation rate is:

[0118] The reference stress is obtained by multiplying each stress by the number of occurrences thereof and then dividing the total number of times;

[0119] The stress level and the number of occurrences thereof experienced by the anti-seismic type pipeline hanger in the time period are counted. Then, each stress level is multiplied by the number of occurrences thereof to obtain the stress number product of the stress level. The sum of all stress number products is summed and then divided by the total number of occurrences to obtain the reference stress.

[0120] The fatigue limit number corresponding to the reference stress is found according to the stress life curve;

[0121] In some cases, if the reference stress is exactly equal to a data point on the stress life curve, the corresponding fatigue limit number is directly read. In other cases, if the reference stress is between two data points, the fatigue limit number is calculated by linear interpolation.

[0122] The found fatigue limit number is determined as the current damage accumulation rate.

[0123] It can be seen that by multiplying each stress by its corresponding occurrence frequency and then dividing by the total number of times to obtain the reference stress, the fatigue limit number corresponding to the reference stress is found according to the stress-life curve, and the fatigue limit number found is determined as the current damage accumulation rate. This process simplifies the complex stress history experienced by the pipeline hanger into an equivalent reference stress, and uses the fatigue limit number corresponding to the reference stress to represent the current damage accumulation rate. By correlating the reference stress with the stress-life curve of the material, the remaining fatigue life of the pipeline hanger under the current damage state can be intuitively evaluated, providing an important basis for subsequent maintenance decisions. At the same time, by using the concept of damage accumulation rate, the damage state of the pipeline hanger can be related to the time factor, facilitating dynamic prediction of fatigue life.

[0124] In some embodiments, after step S106, the method further comprises:

[0125] S107, determining the historical data and seismic load used in this calculation of remaining life as used data;

[0126] The purpose of marking as used data is to avoid repeatedly considering these loads that have already been counted into cumulative damage in future remaining life assessments, thereby causing damage to be calculated multiple times.

[0127] S108, in the event of an earthquake or when the expected time is reached, performing step S101 in the unused data.

[0128] In the following cases, the data that is not marked as used (i.e. unused data) is used to re-execute step S101 to update the remaining life estimate of the pipeline hanger:

[0129] When a seismic pipeline hanger experiences a new seismic event, the damage caused by this earthquake needs to be counted into the cumulative damage and the remaining life needs to be re-evaluated.

[0130] In order to regularly track the progress of fatigue damage of the pipeline hanger, a fixed evaluation period is usually set. When the preset evaluation time is reached, the newly collected regular load cycle data in this period is used to update the remaining life estimate.

[0131] It can be seen that in the event of an earthquake or when the expected time is reached, the step of obtaining historical data of the seismic pipeline hanger is re-executed in the unused data. This measure realizes the dynamic updating of the remaining life prediction of the pipeline hanger. The remaining life prediction is re-performed using the latest historical data without starting from scratch. This method can make full use of the existing calculation results, reduce the workload of repeated calculation, and improve the prediction efficiency. At the same time, the dynamic updating mechanism can ensure that the remaining life prediction result is always synchronized with the actual state of the pipeline hanger.

[0132] In some embodiments, the expected time is determined by the difference between the remaining life and the preset maintenance threshold, divided by the current damage accumulation rate.

[0133] It can be seen that the expected time is determined by the difference between the remaining life and the preset maintenance threshold, divided by the current damage accumulation rate. This method can reasonably determine the time node of the next life prediction according to the actual damage state of the pipeline hanger and the preset maintenance standard.

[0134] The following is an apparatus embodiment of the present application, which can be used to execute the method embodiments of the present application. For details not disclosed in the apparatus embodiments of the present application, please refer to the method embodiments of the present application.

[0135] The present application also discloses an anti-seismic pipeline hanger deformation risk early warning system. Refer to Figure 3 , the schematic diagram of the entity device of the anti-seismic pipeline hanger deformation risk early warning system provided by the present application. The computer 300 can include: at least one processor 301, at least one network interface 304, a user interface 303, a memory 305, and at least one communication bus 302.

[0136] Among them, the communication bus 302 is used to realize the connection communication between these components.

[0137] Among them, the user interface 303 can include a display screen (Display), a camera (Camera), and optionally the user interface 303 can also include a standard wired interface, a wireless interface.

[0138] Among them, the network interface 304 can optionally include a standard wired interface, a wireless interface (such as a WI-FI interface).

[0139] The processor 301 can include one or more processing cores. The processor 301 connects various parts within the server through various interfaces and lines, performs various functions of the server and processes data by running or executing instructions, programs, code sets or instruction sets stored in the memory 305, and calling data stored in the memory 305. Alternatively, the processor 301 can be implemented in at least one of a hardware form of a digital signal processing (DSP), a field-programmable gate array (FPGA), and a programmable logic array (PLA). The processor 301 can integrate a combination of one or several of a central processing unit (CPU), a graphics processing unit (GPU), and a modem. Among them, the CPU mainly processes operating systems, user interfaces, and application programs; the GPU is responsible for rendering and drawing the content to be displayed on the display screen; and the modem is used for processing wireless communication. It can be understood that the above-mentioned modem can also not be integrated into the processor 301, but can be realized by a separate chip.

[0140] The memory 305 can include a random access memory (RAM) and a read-only memory (ROM). Alternatively, the memory 305 includes a non-transitory computer-readable storage medium. The memory 305 can be used to store instructions, programs, codes, code sets or instruction sets. The memory 305 can include a program storage area and a data storage area, wherein the program storage area can store instructions for implementing an operating system, instructions for at least one function (such as a touch function, a sound playing function, an image playing function, etc.), instructions for implementing the above-mentioned various method embodiments, etc.; the data storage area can store data involved in the above-mentioned various method embodiments, etc. The memory 305 can alternatively be at least one storage device located away from the aforementioned processor 301. Referring to Figure 3 The memory 305 as a computer storage medium can include an operating system, a network communication module, a user interface module, and an application program of the anti-seismic type pipeline hanger deformation risk early warning.

[0141] In Figure 3In the computer 300 shown, the user interface 303 is mainly used to provide an interface for the user to input, and obtain data input by the user; and the processor 301 can be used to invoke the anti-seismic pipeline hanger deformation risk early warning application stored in the memory 305, which, when executed by one or more processors 301, causes the computer 300 to perform the method described in one or more of the above embodiments. It should be noted that, for the foregoing method embodiments, in order to simply describe, they are all described as a combination of a series of actions, but those skilled in the art should know that the present application is not limited to the order of the actions described, because according to the present application, certain steps can be performed in other order or at the same time. Secondly, those skilled in the art should know that the embodiments described in the specification all belong to preferred embodiments, and the actions and modules involved are not necessarily required by the present application.

[0142] In the above embodiments, the description of each embodiment has its own focus, and the parts not described in detail in a certain embodiment can be referred to the related description of other embodiments.

[0143] In several embodiments provided by the present application, it should be understood that the disclosed device can be implemented in other ways. For example, the device embodiments described above are only schematic. The division of the units is only a logical function division. There can be another division manner for actual implementation, for example, a plurality of units or components can be combined or integrated into another system, or some features can be ignored or not executed. In addition, the displayed or discussed coupling or direct coupling or communication connection between the units can be indirect coupling or communication connection through some interfaces, devices or units, and can be electrical or other forms.

[0144] The units described as separate components can or can not be physically separate, and the components shown as units can or can not be physical units, that is, they can be located in one place, or can be distributed on a plurality of network units. Part or all of the units can be selected according to actual needs to achieve the purpose of the embodiment.

[0145] In addition, each functional unit in each embodiment of the present application can be integrated into a processing unit, or each unit can exist physically independently, or two or more units can be integrated into one unit. The integrated unit can be realized in the form of hardware or in the form of a software functional unit.

[0146] The integrated unit, if implemented in the form of a software function unit and sold or used as an independent product, can be stored in a computer readable memory. Based on such understanding, the technical solutions of the present application essentially or the part that contributes to the prior art or the whole or part of the technical solutions can be embodied in the form of a software product. The computer software product is stored in a memory and includes a plurality of instructions for causing a computer device (which can be a personal computer, a server or a network device, etc.) to execute all or part of the steps of the embodiments of the present application. The aforementioned memory includes: a U disk, a mobile hard disk, a magnetic disk or an optical disk, and various media that can store program codes.

[0147] The above-described are only exemplary embodiments of the present disclosure, and cannot limit the scope of the present disclosure. That is, any equivalent changes and modifications made in accordance with the teachings of the present disclosure are still within the scope of the present disclosure. Other embodiments of the present disclosure will be readily apparent to those skilled in the art upon considering the specification and practicing the true principles of the present disclosure.

[0148] The present application is intended to cover any variations, uses, or adaptive changes of the present disclosure that follow the general principles of the present disclosure and include common knowledge or conventional technical means in the technical field not recorded in the present disclosure. The specification and examples are only considered as exemplary, and the scope and spirit of the present disclosure are defined by the claims.

Claims

1. A seismic type pipe hanger deformation risk early warning method, characterized in that, The method comprises: acquiring historical data of the anti-seismic pipeline hanger, the historical data comprising time, uniformly distributed load per unit length, span, and cross-sectional modulus; calculating daily stress of the anti-seismic pipeline hanger according to the historical data; decomposing the daily stress into a plurality of stress cycles, each stress cycle comprising stress magnitude and its occurrence times; calculating total displacement, total velocity, and total acceleration response of the anti-seismic pipeline hanger according to a response spectrum formula; determining the total displacement, the total velocity, and the total acceleration response as seismic load; applying the seismic load determined by the response spectrum analysis to a three-dimensional model of the anti-seismic pipeline hanger to obtain seismic stress of the anti-seismic pipeline hanger; calculating cumulative damage index of the anti-seismic pipeline hanger according to fatigue contribution of the plurality of stress cycles and the seismic stress; predicting remaining life of the anti-seismic pipeline hanger based on the cumulative damage index and current damage accumulation rate, the current damage accumulation rate being determined by the plurality of stress cycles.

2. The seismic pipe hanger deformation risk early warning method according to claim 1, characterized by, The step of calculating daily stress of the anti-seismic pipeline hanger according to the historical data specifically comprises: calculating daily stress of the anti-seismic pipeline hanger according to the historical data using a preset stress formula; The preset stress formula is: In the formula, σ t is the daily stress of the anti-seismic type pipeline hanger at t time, M t is the moment at t time, Z is the section modulus of the anti-seismic type pipeline hanger, w t is the uniformly distributed load per unit length of the anti-seismic type pipeline hanger at t time, and L is the span of the anti-seismic type pipeline hanger.

3. The anti-seismic pipeline hanger deformation risk early warning method according to claim 1, characterized in that, The response spectrum formula is calculated as: D i = Φ i × S d (ω i , ζ) V i = Φ i × S v (ω i , ζ) A i = Φ i × S a (ω i , ζ) In the formula, K is the stiffness matrix of the anti-seismic type pipeline hanger, Φ i is the mode shape vector of the i th mode of the anti-seismic type pipeline hanger, ω i is the vibration frequency of the i th mode of the anti-seismic type pipeline hanger, M is the mass matrix of the anti-seismic type pipeline hanger, ζ is the damping ratio of the anti-seismic type pipeline hanger, D i is the maximum displacement of the i th mode of the anti-seismic type pipeline hanger, V i is the velocity of the i th mode of the anti-seismic type pipeline hanger, A i is the acceleration response of the i th mode of the anti-seismic type pipeline hanger, D total is the total displacement of the anti-seismic type pipeline hanger, V total is the total velocity of the anti-seismic type pipeline hanger, A total is the total acceleration response of the anti-seismic type pipeline hanger, S d is the displacement response spectrum value, S v is the velocity response spectrum value, S a is the acceleration response spectrum value, and n is the total number of modes.

4. The seismic pipe hanger deformation risk early warning method according to claim 1, characterized by, The step of calculating cumulative damage index of the anti-seismic pipeline hanger according to fatigue contribution of the plurality of stress cycles and the seismic stress specifically comprises: acquiring stress life curve of the material according to the material of the anti-seismic pipeline hanger; acquiring fatigue limit times of the current stress according to the stress life curve, the current stress being any stress in the stress cycles or the seismic stress; determining occurrence times of the current stress, and taking the quotient of the occurrence times and the corresponding fatigue limit times as single damage of the current stress; accumulating all single damages to obtain cumulative damage.

5. The seismic pipe hanger deformation risk early warning method according to claim 4, characterized by, The current damage accumulation rate is: reference stress is obtained by multiplying each stress by its corresponding occurrence times and then dividing by total times; fatigue limit times corresponding to the reference stress are found according to the stress life curve; the found fatigue limit times are determined as the current damage accumulation rate.

6. The seismic pipe hanger deformation risk alerting method of claim 1, wherein After the step of predicting remaining life of the anti-seismic pipeline hanger based on the cumulative damage index and current damage accumulation rate, the current damage accumulation rate being determined by the plurality of stress cycles, the method further comprises: determining historical data used in this time calculation of remaining life and the seismic load as used data; in the case of earthquake or in the case of reaching the expected time, performing the step of acquiring historical data of the anti-seismic pipeline hanger in unused data.

7. The seismic pipe hanger deformation risk early warning method according to claim 6, characterized by, The expected time is determined by the difference between the remaining life and a preset maintenance threshold, and then divided by the current damage accumulation rate.

8. A seismic type pipe hanger deformation risk early warning system, characterized by, The method comprises: one or more processors and memories; The memory is coupled with the one or more processors, and is configured to store computer program codes, the computer program codes comprising computer instructions, which are invoked by the one or more processors to cause the anti-seismic type pipeline hanger deformation risk early warning system to perform the method according to any one of claims 1-7.

9. A computer-readable storage medium comprising instructions, characterized in that, The instructions, when executed on the anti-seismic type pipeline hanger deformation risk early warning system, cause the anti-seismic type pipeline hanger deformation risk early warning system to perform the method according to any one of claims 1-7.

10. A computer program product, characterised in that, The computer program product, when executed on the anti-seismic type pipeline hanger deformation risk early warning system, causes the anti-seismic type pipeline hanger deformation risk early warning system to perform the method according to any one of claims 1-7.

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