A strain rate-based tube safety analysis method and system

Abstract

The application provides a kind of pipe body safety analysis method and system based on strain rate, it is related to pipeline safety analysis technical field, obtains first pipe section basic information, including pipe section position information, according to pipe section position information, divide preset frozen soil layer area, carry out frost heaving amount estimation and obtain difference frost heaving amount, carry out thaw settlement amount estimation and obtain difference thaw settlement displacement, superimposed prediction is carried out to difference frost heaving amount and difference thaw settlement displacement, generate first ground surface deformation and first ground surface movement, to carry out safety analysis to first pipe section in this way.The application solves the technical problem that the effect of pipeline safety analysis is poor in the prior art because pipeline data and environmental monitoring data are analyzed separately, and the influence of the surrounding environment on the pipeline is isolated, realizes comprehensive data analysis of the safety state of the pipeline by fully utilizing the strain rate of the pipeline and the environmental monitoring data, and achieves the technical effect of improving the effect of pipeline safety analysis.

Description

Technical Field

[0001] This invention relates to the field of pipeline safety analysis technology, specifically to a method and system for pipe safety analysis based on strain rate. Background Technology

[0002] For disaster-prone areas where avoidance is not possible, the most effective prevention and control measure is stress monitoring of high-risk pipe sections. However, due to the inability to obtain the magnitude of residual stress in the pipe body, and the fact that high-risk points often appear in the heat-affected zone of spiral welds, coupled with limitations imposed by the assumptions of maximum stress calculation methods, the results obtained from traditional mathematical calculations of maximum stress cannot effectively determine the pipeline's safety status or assess the development of the disaster. Furthermore, traditional monitoring methods distinguish between the disaster-causing body (environment) and the load-bearing body (pipeline) for separate monitoring, and then perform risk analysis on both based on the results. This approach fails to effectively integrate and process the various data obtained from environmental and pipeline monitoring.

[0003] Existing technologies suffer from limitations in the installation and safety assessment methods for pipeline strain sensors, as well as relatively simple methods for analyzing pipe strain and surrounding environmental data, resulting in poor pipeline safety analysis performance. Summary of the Invention

[0004] This application provides a method and system for pipe safety analysis based on strain rate, which addresses the technical problem in the prior art where the analysis of pipeline data and environmental monitoring data is done separately, isolating the influence of the surrounding environment on the pipeline and resulting in poor pipeline safety analysis.

[0005] In view of the above problems, this application provides a method and system for pipe safety analysis based on strain rate.

[0006] In a first aspect, embodiments of this application provide a pipe safety analysis method based on strain rate. The method includes: acquiring basic information of a first pipe segment, wherein the basic information of the first pipe segment includes pipe segment location information; dividing a preset frozen soil layer region according to the pipe segment location information; estimating the frost heave amount of the preset frozen soil layer region to obtain differential frost heave amount; estimating the thaw settlement amount of the preset frozen soil layer region to obtain differential thaw settlement displacement; superimposing and predicting the differential frost heave amount and the differential thaw settlement displacement to generate a first surface deformation amount and a first surface movement amount; and performing a safety analysis of the first pipe segment based on the first surface deformation amount and the first surface movement amount.

[0007] Secondly, embodiments of this application provide a pipe safety analysis system based on strain rate. The system includes: an information acquisition module for acquiring basic information of a first pipe segment, wherein the basic information of the first pipe segment includes pipe segment location information; a region division module for dividing a preset frozen soil layer region according to the pipe segment location information; a frost heave estimation module for estimating the frost heave amount of the preset frozen soil layer region and obtaining differential frost heave amount; a thaw settlement estimation module for estimating the thaw settlement amount of the preset frozen soil layer region and obtaining differential thaw settlement displacement; a superposition prediction module for superimposing and predicting the differential frost heave amount and the differential thaw settlement displacement to generate a first surface deformation amount and a first surface movement amount; and a safety analysis module for performing a safety analysis on the first pipe segment based on the first surface deformation amount and the first surface movement amount.

[0008] One or more technical solutions provided in the embodiments of this application have at least the following technical effects or advantages:

[0009] This application provides a pipe safety analysis method based on strain rate, relating to the field of pipeline safety analysis technology. The method includes: acquiring basic information of a first pipe segment, wherein the basic information of the first pipe segment includes pipe segment location information; dividing a preset frozen soil layer region based on the pipe segment location information; estimating the frost heave amount of the preset frozen soil layer region to obtain differential frost heave amount; estimating the thaw settlement amount of the preset frozen soil layer region to obtain differential thaw settlement displacement; superimposing and predicting the differential frost heave amount and the differential thaw settlement displacement to generate a first surface deformation amount and a first surface movement amount; and performing a safety analysis of the first pipe segment based on the first surface deformation amount and the first surface movement amount. This method solves the technical problem in the prior art where the separate analysis of pipeline data and environmental monitoring data isolates the impact of the surrounding environment on the pipeline, resulting in poor pipeline safety analysis. It achieves comprehensive data analysis of pipeline safety status by fully utilizing pipeline strain rate and environmental monitoring data, thereby improving the technical effect of pipeline safety analysis.

[0010] The above description is only an overview of the technical solution of this application. In order to better understand the technical means of this application and to implement it in accordance with the contents of the specification, and to make the above and other objects, features and advantages of this application more obvious and understandable, the following are specific embodiments of this application. Attached Figure Description

[0011] Figure 1 This application provides a schematic flowchart of a pipe safety analysis method based on strain rate.

[0012] Figure 2 This application provides a schematic diagram of the process for dividing a preset frozen soil layer region in a pipe safety analysis method based on strain rate.

[0013] Figure 3 This application provides a schematic diagram of the process for generating the second surface deformation and the second surface movement in a pipe safety analysis method based on strain rate.

[0014] Figure 4 This application provides a schematic diagram of a pipe safety analysis system based on strain rate as an embodiment of the present application;

[0015] Figure 5 This application provides a schematic diagram of the boundary delineation of a surface-moving basin in a pipe safety analysis method based on strain rate.

[0016] Figure labeling: Information acquisition module 10, area division module 20, frost heave estimation module 30, thaw settlement estimation module 40, overlay prediction module 50, safety analysis module 60. Detailed Implementation

[0017] This application provides a strain rate-based pipe safety analysis method to address the technical problem in the prior art where the separate analysis of pipeline data and environmental monitoring data isolates the impact of the surrounding environment on the pipeline, resulting in poor pipeline safety analysis.

[0018] Example 1

[0019] like Figure 1 As shown in the figure, this application provides a method for pipe safety analysis based on strain rate, the method comprising:

[0020] Step S100: Obtain basic information of the first pipe segment, wherein the basic information of the first pipe segment includes pipe segment location information;

[0021] Specifically, the strain rate-based pipe safety analysis method provided in this application is applied to a strain rate-based pipe safety analysis system. First, the first pipe segment is any segment among high-risk pipe segments. High-risk pipe segments include: pipe segments located in high-risk areas of surface subsidence, crossing adjacent highways, railways, or urban rail transit facilities; pipe segments located in high-risk areas of surface subsidence, crossing rivers, waterways, or flood discharge channels; areas where buildings encroach on or are close to the pipeline; areas prone to geological disasters; and areas with the combined impact of overlapping construction projects.

[0022] The stress, surrounding soil pressure, temperature, and moisture content of the first pipe section are monitored, and the location is obtained by monitoring and positioning according to the positioning system. This location information is used as the basic information of the first pipe section, which includes the pipe stress, surrounding soil pressure, temperature, moisture content, and location information of the first pipe section.

[0023] Step S200: Based on the pipe segment location information, divide the preset frozen soil layer area;

[0024] Furthermore, such as Figure 2 As shown, step S200 of this application further includes:

[0025] Step S210: Set the range calibration parameters;

[0026] Step S220: Based on the range calibration parameters and the pipe segment location information, the preset frozen soil layer area is divided below the first pipe segment.

[0027] Specifically, the range calibration parameters are the pre-set analysis range of the permafrost layer below the pipe section. The permafrost layer refers to the layer formed when the temperature drops to 0℃ or below, the water in the soil freezes into ice, and the soil is frozen together. The thickness of the permafrost layer is closely related to the surface and underground temperatures. The lower the temperature and the longer the duration, the thicker the permafrost layer. It can generally be divided into short-term permafrost, seasonal permafrost, perennial permafrost, and permanent permafrost that is below the freezing point of water for thousands or even tens of thousands of years.

[0028] Based on the location information of the first pipeline segment, information such as its geographical location, climate, topography, and geology is obtained. Then, based on this information, the type and thickness of the permafrost layer in the first pipeline segment are determined. For example, due to the mountainous terrain barrier, permafrost has never been observed south of 33 degrees north latitude in the western Sichuan-Shaanxi region. The permafrost layer in Erenhot, Inner Mongolia, is over 300 cm deep, while the Bayinbuluke meteorological station in Hejing County, located in the hinterland of the Tianshan Mountains in Xinjiang, has recorded a permafrost depth of 439 cm.

[0029] Based on the range calibration parameters and the type and thickness of the frozen soil layer of the first pipe section, the preset frozen soil layer area corresponding to the first pipe section is obtained.

[0030] Step S300: Estimate the frost heave of the preset frozen soil layer area and obtain the differential frost heave.

[0031] Specifically, in nature, for seasonally frozen soil regions, due to variations in temperature and precipitation, soil homogeneity and its spatial distribution, and differences in humidity along depth, especially the varying distances of groundwater from the freezing surface, the frost heave characteristics along the freezing depth differ even at the same location in different years, resulting in significant variations in the amount of frost heave. For the seasonal thaw layer in permafrost regions, there is no stable water level. The bottom of the maximum seasonal thaw layer is the upper limit of the permafrost layer, where the soil temperature remains below its freezing point for a long period. After reaching the maximum seasonal thaw depth, the seasonal thaw layer freezes downwards from the surface until it reaches the upper limit of the permafrost layer. At this point, the amount of frost heave is directly affected by factors such as precipitation and the maximum thaw depth. Therefore, accurately calculating the amount of frost heave in a specific frost heave zone is extremely difficult.

[0032] When technical capabilities are limited or other objective constraints prevent accurate observation of temperature gradients and freezing peaks, frost heave calculation methods based on statistical models are used to estimate frost heave. When sufficient technical and financial support is available, calculation methods based on segregation potential models are used to estimate frost heave, which can reduce the impact of uncertainties such as soil differences and climate change on the results and obtain frost heave amounts closer to the true values.

[0033] Furthermore, step S300 of this application also includes:

[0034] Step S310: Match lithological characteristic information, climate statistics information, and hydrogeological characteristic information according to the preset frozen soil layer area;

[0035] Step S320: Input the lithological characteristic information, the climate statistical information and the hydrogeological characteristic information into the preset permafrost region into the statistical model, and output the differential frost heave amount.

[0036] Specifically, frost heave occurs because solidified ice expands and pushes soil up, forming large mounds. The amount of frost heave is the displacement of the frozen soil layer beneath the pipeline. In permafrost regions, the amount of frost heave increases over time using a non-linear incremental method. Even within the same region, slight differences in soil type and hydrological conditions can lead to variations in frost heave. Furthermore, even at the same location, frost heave can differ significantly from year to year due to variations in climate and hydrogeological conditions.

[0037] This study acquires lithological information, climate statistics, hydrogeological information, and historical variation information on soil frost heave for each region. Lithological information comprises attributes reflecting rock characteristics, such as color, composition, structure, and cement, which are integrated to obtain lithological feature information. Climate statistics include statistical estimates of various climate indicators, such as temperature and precipitation, which are integrated to obtain climate feature information. Hydrogeological information includes various changes and movements of groundwater, including burial conditions, exposure, and dynamic changes, which are integrated to obtain hydrogeological feature information. Historical variation information on soil frost heave for each region includes soil frost heave data at various points in history. Based on a backpropagation (BP) neural network, a statistical model is constructed according to the correspondence between lithological feature information, climate feature information, hydrogeological feature information, and soil frost heave information for different regions.

[0038] Obtain lithological information, climate statistics, and hydrogeological information of the preset frozen soil area, match lithological characteristic information, climate characteristic information, and hydrogeological characteristic information, and output the differential frost heave amount according to the statistical model.

[0039] Furthermore, step S300 of this application also includes:

[0040] Step S300-1 Obtain the formula for estimating the amount of frost heave during condensation:

[0041] Δh f =1.09U(t)Δt

[0042] U(t)=SP0·gradT(t)

[0043]

[0044] p e =ρgh

[0045] Where U(t) is the water migration rate at the freezing front, SP0 is the segregation potential, gradT(t) is the temperature gradient at the freezing front, and P e The soil pressure of the cover layer is given by ρ, the average density of the frozen soil layer is given by h, and the depth of the frozen soil layer is given by a. f b f Characterizing soil parameters, t is the preset prediction time, Δh f This refers to the amount of frost heave caused by condensation.

[0046] Step S300-2: Obtain the formula for estimating differential frost heave.

[0047] Δh=Δh f +0.09nΔz

[0048] Where Δh is the soil frost heave, Δh fΔz represents the amount of frost heave; n represents the soil volume porosity; Δz represents the advance of the freezing front within a preset unit time Δt.

[0049] Step S300-3: Estimate the frost heave amount according to the segregation frost heave estimation formula and the differential frost heave estimation formula, and generate the differential frost heave amount.

[0050] Specifically, frost heave can be divided into partial frost heave and in-situ frost heave. During the frost heave period, within a time interval t, the amount of soil frost heave is the sum of partial frost heave and in-situ frost heave. Partial frost heave is caused by the temperature gradient of frozen soil. The osmotic pressure mechanism caused by the solute concentration gradient in the soil and the vacuum infiltration mechanism caused by repeated freeze-thaw cycles also play a role in soil frost heave. In-situ frost heave refers to the in-situ freezing of pore water in normally frozen soil or unfrozen water in frozen soil during the advance of the freezing front and the continued cooling of frozen soil, resulting in volume growth.

[0051] Segregation potential and frost heave Δh f Δh can be calculated using the following formula: f =1.09U(t)Δt, where U(t) is the water migration velocity at the freezing front in m / s, and Δt is the preset unit time.

[0052] The formula for calculating the water migration velocity U(t) at the freezing front is U(t) = SP0·gradT(t), where SP0 is the segregation potential in meters. 2 (s·℃), where gradT(t) is the temperature gradient at the freezing front, in degrees Celsius per meter.

[0053] Under the influence of soil pressure in the cover layer, the segregation potential SP0 can be calculated using the following formula: , where P e The soil pressure of the cover layer is expressed in kPa, a f b f Soil-related parameters can be determined through laboratory or field experiments. If no suitable parameters are available, take 'a'. f =10 -4 b f =10 -2

[0054] Soil pressure P in the cover layer e The pressure formula p can be used e The value is estimated using ρgh, where ρ is the average density of the frozen soil layer and h is the depth of the frozen soil layer.

[0055] During the frost heave period, within time t, the frost heave of the soil is the sum of the segregation frost heave and the in-situ frost heave. Therefore, based on the segregation potential frost heave Δh... f The soil frost heave Δh can be calculated using the following formula:

[0056] Δh=Δh f +0.09nΔz, where Δh f The calculated frost heave potential is expressed in meters (m). n is the soil volumetric porosity, with a recommended value of 0.1 for soil-related parameters. Δz is the advance of the freezing front within Δt, generally calculated in months. The specific calculation method is to subtract the average freezing depth of the previous month from the average freezing depth of the next month.

[0057] By estimating frost heave using a calculation method based on segregation potential, the impact of uncertainties such as soil variability and climate change on the results can be reduced, thereby improving the accuracy of frost heave calculation.

[0058] Step S400: Estimate the thaw settlement in the preset frozen soil layer area and obtain the differential thaw settlement displacement;

[0059] Furthermore, step S400 of this application includes:

[0060] Step S410: Obtain the formula for estimating the amount of melt sediment:

[0061] ΔH=ε th h+ε a ph

[0062] Where ΔH is the stable settlement of the molten soil layer; h is the thickness of the molten soil layer; p is the external load on the molten soil layer; ε th ε is the coefficient for frozen soil thaw settlement. a This is the compaction coefficient of the fused soil;

[0063] Step S420: The basic information of the first pipe segment also includes the external load parameters of the molten soil layer;

[0064] Step S430: Input the external load parameters of the molten soil layer into the molten settlement estimation formula to generate the differential molten settlement displacement.

[0065] Specifically, thaw settlement refers to the compressive displacement of the soil within the thawing depth range below the pipeline centerline. Based on the Tritovich formula for estimating thaw settlement, the settlement of permafrost foundations consists of two parts: thaw settlement and compressive settlement. Using indoor experiments and field measurements based on the HA Tritovich formula, the formula for calculating the stable settlement after permafrost thawing in a one-dimensional case is: ΔH=ε th h+ε a ph, where ΔH is the stable settlement of the molten soil layer, h is the thickness of the molten soil layer, p is the external load on the molten soil layer, and ε th ε is the coefficient for frozen soil thaw settlement. a ε is the compaction coefficient of the fused soil. The first term on the right-hand side of the formula is ε. th h is the so-called thermal settling amount, and the second term ε aph represents the compaction settlement under uniform load, and the sum of ph and ph constitutes the total thaw settlement of frozen soil. Based on the actual conditions of pipeline laying, no large buildings can be located above the pipeline, so p = 0 in the second term of the formula, i.e., the second term ε... a ph = 0.

[0066] Step S500: Superimpose and predict the differential frost heave and differential thaw settlement displacement to generate the first surface deformation and the first surface movement.

[0067] Furthermore, step S500 of this application also includes:

[0068] Step S510: Perform cluster analysis on the differential frost heave and differential melt subsidence displacement based on the location and orientation parameters to generate clustering results;

[0069] Step S520: Traverse the clustering results and superimpose the differential frost heave and differential melt-sink displacement to generate a superimposed result of frost heave and melt-sink displacement;

[0070] Step S530: Perform surface deformation simulation based on the superposition result of frost heave and thaw settlement displacement to generate the first surface deformation amount;

[0071] Step S540: Perform surface displacement simulation based on the superposition result of frost heave and thaw settlement displacement to generate the first surface movement amount.

[0072] Specifically, a surface offset section is obtained, and a position coordinate system is established within the section to obtain the offset position coordinates and offset angle. A cluster analysis coordinate system is constructed, with the horizontal axis of the offset position coordinates as the x-axis, the vertical axis of the offset position coordinates as the y-axis, and the offset angle as the z-axis. The position and direction parameters of the differential frost heave and differential melt subsidence displacement are input into the cluster analysis coordinate system to obtain coordinate points, and all coordinate points are used as sample data. K points are randomly selected from the samples as initial centroids, and the distance from each sample to each centroid is calculated. The samples are divided into clusters corresponding to the nearest centroids, and the mean of all samples in each cluster is calculated. This mean is used to update the centroid of the cluster, and the process is iterated until the position change of the centroid is less than a specified threshold or the maximum number of iterations is reached. At this point, a clustering result is generated, where samples in the same cluster have similar position and direction parameters. For any sample within a cluster, the differential frost heave and differential thaw settlement displacement corresponding to the sample are superimposed to obtain the surface deformation. The superposition result is then added to the frost heave-thaw settlement displacement superposition result.

[0073] During frost heave and thaw settlement, the volume expansion of the frozen soil after freezing will cause the strata and surface to rise, and the volume contraction of the frozen soil after thawing will cause the strata and surface to settle. Based on the superposition result of the frost heave amount and thaw settlement displacement, the deformation amount and deformation direction, as well as the displacement amount and displacement direction at each location on the surface are obtained. The surface deformation is simulated based on the deformation amount and deformation direction to generate the first surface deformation amount; the surface displacement is simulated based on the displacement amount and displacement direction to generate the first surface movement amount.

[0074] Step S600: Perform a safety analysis on the first pipe segment based on the first surface deformation and the first surface movement.

[0075] Specifically, thresholds for surface deformation and surface movement are set. When the first surface deformation and movement are within these thresholds, it indicates that the first pipe section is in a safe environment. When they exceed the thresholds, it indicates that the soil deformation or displacement of the first pipe section is too large, placing it in a dangerous environment. This solves the technical problem in existing technologies where the separate analysis of pipeline data and environmental monitoring data isolates the impact of the surrounding environment on the pipeline, resulting in poor pipeline safety analysis. It achieves comprehensive data analysis of pipeline safety status by fully utilizing pipeline strain rate and environmental monitoring data, thereby improving the effectiveness of pipeline safety analysis.

[0076] Furthermore, such as Figure 3 As shown, this application also includes:

[0077] Step S710: Determine whether the preset frozen soil layer area has underground mining plan information;

[0078] Step S720: If present, estimate soil displacement based on the underground mining scheme information to generate soil displacement in the goaf area;

[0079] Step S730: Based on the soil displacement in the goaf area, the first surface deformation and the first surface movement are superimposed to generate the second surface deformation and the second surface movement.

[0080] Specifically, underground mining refers to the process of extracting ore from underground mineral deposits. When the mined-out area expands to a certain extent, the rock strata move and develop to the surface, causing surface movement, deformation, and damage. Surface movement can be divided into two categories: continuous movement and deformation, where the surface forms a basin within the movement area, and the surface within the basin moves and deforms, generally maintaining its continuity; and discontinuous damage, where the surface loses its original continuity due to cracks forming steps and collapse pits.

[0081] The mining plan includes the project name, mining location, mining scope, external conditions for project construction, and current development status. If available, the mining location and mining scope information are obtained based on the underground mining plan information to predict mining subsidence. Mining subsidence prediction, also known as rock strata and surface movement prediction, refers to the pre-calculation of the potential movement and deformation of rock strata and the surface caused by mining, based on geological and mining conditions and the selected prediction function and parameters. The main methods for predicting mining subsidence include the probability integral method, the Weibull distribution method, the typical curve method, and the negative exponential function method, among which the probability integral method is the most widely used. Therefore, preferably, this application embodiment also uses the probability integral method to predict the surface deformation caused by mining subsidence. The probability integral method is based on the theory of stochastic media, treating the subsidence of the overlying rock strata caused by mining as a random event, and describing the probability of the event's occurrence and the amount of subsidence in the rock mass.

[0082] The prediction results generally include: subsidence, tilt, curvature, and horizontal movement values ​​at specified locations on the surface or within the rock mass; the movement and deformation distribution of the strike and dip main cross-section of the subsided basin; the movement and deformation values ​​at any point on the surface; and the movement and deformation during multi-face and multi-coal-seam mining. Based on the obtained prediction results, soil displacement in the goaf is generated.

[0083] Based on the soil displacement in the goaf, the soil movement value in the goaf is superimposed with the first surface movement value, and the soil deformation value in the goaf is superimposed with the first surface deformation value to generate the second surface movement value and the second surface deformation value.

[0084] Furthermore, step S720 of this application includes:

[0085] Step S721: Based on the underground mining plan information, obtain the mining location information and mining scope information;

[0086] Step S722: Based on the mining location information and the mining range information, predict mining subsidence and generate the soil displacement of the goaf.

[0087] Specifically, surface movement takes the form of continuous movement and deformation, referring to the formation of surface movement basins within the movement area. In surface movement basins, after the impact of mining reaches the surface, the affected surface subsides from its original elevation, forming a much larger subsidence area above the mined-out area, also known as a sinking basin. The formation of sinking basins alters the original surface morphology, causing changes in elevation, slope, and horizontal position, impacting roads, pipelines, buildings, and the ecological environment within the basin to varying degrees. The extent of a surface movement basin can be determined by three boundary methods: the outermost boundary of the surface movement basin, the dangerous movement boundary of the surface movement basin, and the crack boundary of the movement basin.

[0088] The first type defines the outermost boundary of a surface-moving basin as the boundary point where both surface movement and deformation are zero. This boundary represents the outermost edge of the basin's topographic deformation, where movement and deformation are minimal, and is determined by instrumental observations. For example... Figure 5 As shown, the angle of movement within the loose layer is The outermost boundary of the surface moving basin is ABCD, corresponding to the downhill boundary angle β0, the uphill boundary angle γ0, and the strike-direction moving angle δ0.

[0089] The second type is the dangerous movement boundary of a basin, which is the boundary line of the area within the basin where surface movement and deformation pose a serious threat to buildings. It represents the middle circle of the basin's geological deformation, with the amount of movement and deformation values ​​in between. The standard for whether it is harmful to buildings is measured by the "critical deformation value," which is the minimum surface deformation value that can severely damage ordinary brick and wood structures on the surface. For example... Figure 5 As shown, the dangerous moving boundary of the surface moving basin is A'B'C'D', corresponding to the downhill boundary angle β, the uphill boundary angle γ, and the strike-direction moving angle δ.

[0090] Within the area between the outermost boundary of the surface movement basin and the dangerous movement boundary of the surface movement basin, the surface will still experience some movement and deformation, but this will not cause serious damage to buildings in that area. However, buildings within the dangerous movement boundary will suffer varying degrees or more severe damage.

[0091] The third type defines the boundary of the fractures in a moving basin as the boundary delineated by the outermost fracture of the basin. This represents the innermost circle of the basin's topographic deformation, where the movement and deformation are greatest. For example... Figure 5 As shown, the dangerous moving boundary of the surface moving basin is A”B”C”D, corresponding to the downhill boundary angle β”, the uphill boundary angle γ”, and the strike-direction moving angle δ”.

[0092] Secondly, surface movement also includes discontinuous damage, such as the formation of steps and sinkholes due to cracks. For cracks and steps, cracks may form on the surface at the outer edge of a surface movement basin, generally parallel to the boundary of the goaf. The depth and width of the cracks are related to the loose layer, its thickness, properties, and deformation value. Cracks and steps may also appear on the surface under steeply inclined coal seam mining conditions, especially when the loose layer is thin. As for sinkholes, they mostly occur under steeply inclined coal seam mining conditions, but funnel-shaped sinkholes may also appear when shallow, gently inclined, or inclined coal seams are mined, or when there is discontinuous damage to the surface. Funnel-shaped sinkholes may also appear on the surface when the mining depth is very small, the mining thickness is very large, or the mining thickness is inconsistent.

[0093] In summary, the strain rate-based pipe safety analysis method and system provided in this application have the following technical effects: The strain rate-based pipe safety analysis method provided in this application relates to the field of pipeline safety analysis technology. The method includes: acquiring basic information about a first pipe segment, wherein the basic information about the first pipe segment includes pipe segment location information; dividing a preset frozen soil layer area according to the pipe segment location information; estimating the frost heave amount in the preset frozen soil layer area to obtain differential frost heave amount; estimating the thaw settlement amount in the preset frozen soil layer area to obtain differential thaw settlement displacement; superimposing and predicting the differential frost heave amount and the differential thaw settlement displacement to generate a first surface deformation amount and a first surface movement amount; and performing a safety analysis on the first pipe segment based on the first surface deformation amount and the first surface movement amount. This solves the technical problem in the prior art where the separate analysis of pipeline data and environmental monitoring data isolates the impact of the surrounding environment on the pipeline, resulting in poor pipeline safety analysis performance. It achieves comprehensive data analysis of pipeline safety status by fully utilizing pipeline strain rate and environmental monitoring data, thereby improving the technical effect of pipeline safety analysis.

[0094] Example 2

[0095] Based on the same inventive concept as the strain rate-based tube safety analysis method in the foregoing embodiments, such as Figure 4 As shown, this application provides a pipe safety analysis system based on strain rate, the system comprising:

[0096] Information acquisition module 10, the information acquisition module 10 is used to acquire basic information of a first pipe segment, wherein the basic information of the first pipe segment includes pipe segment location information;

[0097] The region division module 20 is used to divide a preset frozen soil layer region according to the pipe segment location information.

[0098] Frost heave estimation module 30, which is used to estimate the frost heave of the preset frozen soil layer area and obtain the differential frost heave.

[0099] Melt settlement estimation module 40, which is used to estimate the melt settlement of the preset frozen soil layer area and obtain differential melt settlement displacement.

[0100] The superposition prediction module 50 is used to superimpose and predict the differential frost heave and the differential thaw settlement displacement to generate a first surface deformation and a first surface movement.

[0101] Safety analysis module 60, which is used to perform safety analysis on the first pipe segment based on the first surface deformation and the first surface movement.

[0102] Furthermore, the system also includes:

[0103] The judgment module is used to determine whether the preset frozen soil layer area has underground mining plan information;

[0104] The soil displacement estimation module is used to estimate soil displacement based on the underground mining plan information, and generate soil displacement in the goaf area, if applicable.

[0105] The overlay module is used to overlay the first surface deformation and the first surface movement based on the soil displacement in the goaf area to generate a second surface deformation and a second surface movement.

[0106] Furthermore, the system also includes:

[0107] The parameter setting module is used to set the range calibration parameters;

[0108] The frozen soil layer division module is used to divide the preset frozen soil layer area below the first pipe segment according to the range calibration parameters and the pipe segment location information.

[0109] Furthermore, the system also includes:

[0110] The information matching module is used to match lithological characteristic information, climate statistics information, and hydrogeological characteristic information according to the preset frozen soil layer area;

[0111] The information processing module is used to input the lithological characteristic information, the climate statistics information and the hydrogeological characteristic information into the preset permafrost region into a statistical model, and output the differential frost heave amount.

[0112] Furthermore, the system also includes:

[0113] The first estimation formula acquisition module is used to obtain the estimation formula for condensation freeze heave:

[0114] Δh f =1.09U(t)Δt

[0115] U(t)=SP0·gradT(t)

[0116]

[0117] p e =ρgh

[0118] Where U(t) is the water migration rate at the freezing front, SP0 is the segregation potential, gradT(t) is the temperature gradient at the freezing front, and P e The soil pressure of the cover layer is given by ρ, the average density of the frozen soil layer is given by h, and the depth of the frozen soil layer is given by a. f b f Characterizing soil parameters, t is the preset prediction time, Δh f This refers to the amount of frost heave caused by condensation.

[0119] The second estimation formula acquisition module is used to obtain the estimation formula for differential frost heave:

[0120] Δh=Δh f +0.09nΔz

[0121] Where Δh is the soil frost heave, Δh f Δz represents the amount of frost heave; n represents the soil volume porosity; Δz represents the advance of the freezing front within a preset unit time Δt.

[0122] The estimation module is used to estimate the frost heave amount based on the segregation frost heave estimation formula and the differential frost heave estimation formula, and generate the differential frost heave amount.

[0123] Furthermore, the system also includes:

[0124] The third estimation formula acquisition module is used to obtain the melting and settling volume estimation formula:

[0125] ΔH=ε th h+ε a ph

[0126] Where ΔH is the stable settlement of the molten soil layer; h is the thickness of the molten soil layer; p is the external load on the molten soil layer; ε th ε is the coefficient for frozen soil thaw settlement. a This is the compaction coefficient of the fused soil;

[0127] The basic information module is used to provide basic information about the first pipe section, including external load parameters of the molten soil layer.

[0128] The differential fusion settlement displacement generation module is used to input the external load parameters of the fused soil layer into the fusion settlement estimation formula to generate the differential fusion settlement displacement.

[0129] Furthermore, the system also includes:

[0130] The mining information acquisition module is used to acquire mining location information and mining scope information based on the underground mining plan information;

[0131] The mining subsidence prediction module is used to predict mining subsidence based on the mining location information and the mining range information, and generate the soil displacement of the goaf.

[0132] Furthermore, the system also includes:

[0133] The clustering analysis module is used to perform clustering analysis on the differential frost heave and the differential melt-sink displacement based on location parameters and orientation parameters, and generate clustering results.

[0134] The clustering result traversal module is used to traverse the clustering results, superimpose the differential frost heave and the differential melt-sink displacement, and generate a frost heave-melt-sink displacement superposition result.

[0135] The surface deformation simulation module is used to simulate surface deformation based on the superposition result of the frost heave amount and thaw settlement displacement, and generate the first surface deformation amount.

[0136] The surface displacement simulation module is used to simulate surface displacement based on the superposition result of the frost heave and thaw settlement displacement, and generate the first surface movement amount.

[0137] Through the foregoing detailed description of a strain rate-based pipe safety analysis method, those skilled in the art can clearly understand the strain rate-based pipe safety analysis method and system in this embodiment. As for the device disclosed in the embodiment, since it corresponds to the method disclosed in the embodiment, the description is relatively simple, and relevant parts can be referred to the method section description.

[0138] The above description of the disclosed embodiments enables those skilled in the art to make or use this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A method for pipe safety analysis based on strain rate, characterized in that, include: Obtain basic information about the first pipe segment, wherein the basic information about the first pipe segment includes pipe segment location information; Based on the location information of the pipe segment, a pre-defined frozen soil layer area is defined; The frost heave amount is estimated for the preset frozen soil layer area to obtain the differential frost heave amount; The amount of thaw settlement is estimated for the preset frozen soil layer area to obtain the differential thaw settlement displacement; The differential frost heave and differential thaw settlement displacement are superimposed and predicted to generate the first surface deformation and the first surface movement. A safety analysis of the first pipe section is conducted based on the first surface deformation and the first surface movement. The step of superimposing and predicting the differential frost heave and differential thaw settlement displacement to generate the first surface deformation and the first surface movement includes: Cluster analysis is performed on the differential frost heave and differential melt subsidence displacement based on location and orientation parameters to generate clustering results; Traverse the clustering results and superimpose the differential frost heave and differential melt-sink displacement to generate a superimposed result of frost heave and melt-sink displacement. Based on the superposition result of the frost heave and thaw subsidence displacement, the surface deformation is simulated to generate the first surface deformation. Based on the superposition result of the frost heave and thaw subsidence displacement, the surface displacement is simulated to generate the first surface movement amount; Specifically, a surface offset section is obtained, and a position coordinate system is established within the section to obtain the offset position coordinates and offset angle. A cluster analysis coordinate system is constructed, with the horizontal axis of the offset position coordinates as the x-axis, the vertical axis of the offset position coordinates as the y-axis, and the offset angle as the z-axis. The position and direction parameters of the differential frost heave and the differential melt settlement displacement are input into the cluster analysis coordinate system to obtain coordinate points, and all coordinate points are used as sample data. K points are randomly selected from the samples as initial centroids, and the values ​​of each sample are calculated. The samples are divided into clusters corresponding to the nearest centroids based on their distance to each centroid. The mean of all samples in each cluster is calculated, and the centroid of the cluster is updated using this mean. This process is iterated until the position change of the centroid is less than a specified threshold or the maximum number of iterations is reached. At this point, a clustering result is generated. Samples in the same cluster within the clustering result have similar position and orientation parameters. For samples within any cluster, the differential frost heave and differential thaw displacement corresponding to the samples are superimposed to obtain the deformation of the land surface. The superimposed result is added to the frost heave-thaw displacement superposition result. Based on the superposition result of frost heave and thaw settlement displacement, the deformation amount and direction, as well as the displacement amount and direction, are obtained at various locations on the ground surface. Ground surface deformation is simulated based on the deformation amount and direction to generate the first ground surface deformation amount; ground surface displacement is simulated based on the displacement amount and direction to generate the first ground surface movement amount.

2. The method as described in claim 1, characterized in that, Also includes: Determine whether the preset frozen soil area has information on underground mining plans; If available, soil displacement is estimated based on the underground mining plan information to generate soil displacement in the goaf area. The first surface deformation and the first surface movement are superimposed on the soil displacement in the mined-out area to generate the second surface deformation and the second surface movement.

3. The method as described in claim 1, characterized in that, The step of dividing the pre-defined frozen soil zone according to the pipe segment location information includes: Set the range calibration parameters; Based on the range calibration parameters and the pipe segment location information, the preset frozen soil layer area is defined below the first pipe segment.

4. The method as described in claim 1, characterized in that, The step of estimating the frost heave in the preset frozen soil region and obtaining the differential frost heave includes: Based on the preset frozen soil region, match lithological characteristic information, climate statistics information, and hydrogeological characteristic information; The lithological characteristics, climate statistics, and hydrogeological characteristics are input into the preset permafrost region into a statistical model, and the differential frost heave is output.

5. The method as described in claim 1, characterized in that, The step of estimating the frost heave in the preset frozen soil region and obtaining the differential frost heave includes: Formula for estimating frost heave during condensation: in, This represents the rate of water migration at the freezing front. To separate the condensation potential, This represents the temperature gradient at the freezing front. For the soil pressure of the cover layer, This represents the average density of the frozen soil layer. This refers to the depth of the permafrost layer. , Characterizing soil parameters, The preset prediction duration, This refers to the amount of frost heave caused by condensation. Formula for estimating differential frost heave: in, This refers to the frost heave of the soil. This refers to the amount of frost heave caused by condensation. Soil volume porosity; Preset unit time The propulsion of the internal freezing front; The differential frost heave is estimated based on the formula for estimating frost heave by condensation and the formula for estimating differential frost heave.

6. The method as described in claim 1, characterized in that, The step of estimating the thaw settlement in the preset frozen soil area and obtaining the differential thaw settlement displacement includes: Formula for estimating the amount of melt sediment: in, This refers to the stable settlement of the thawed soil layer; The thickness of the thawed soil layer; For external loads on the molten soil layer; This is the coefficient for frozen soil thaw settlement; This is the compaction coefficient of the fused soil; The basic information of the first pipe section also includes external load parameters of the molten soil layer; The external load parameters of the molten soil layer are input into the molten settlement estimation formula to generate the differential molten settlement displacement.

7. The method as described in claim 2, characterized in that, If so, the soil displacement is estimated based on the underground mining plan information to generate the soil displacement of the goaf, including: Based on the underground mining plan information, obtain the mining location information and mining scope information; Based on the mining location information and the mining range information, mining subsidence prediction is performed to generate the soil displacement of the goaf.

8. A pipe safety analysis system based on strain rate, characterized in that, The system is used to perform the strain rate-based tube safety analysis method according to any one of claims 1 to 7, the system comprising: An information acquisition module is used to acquire basic information of a first pipe segment, wherein the basic information of the first pipe segment includes pipe segment location information; A region division module is used to divide a preset frozen soil layer region according to the pipe segment location information. A frost heave estimation module is used to estimate the frost heave in the preset frozen soil area and obtain differential frost heave. The thawing settlement estimation module is used to estimate the thawing settlement in the preset frozen soil layer area and obtain the differential thawing settlement displacement. The superposition prediction module is used to superimpose and predict the differential frost heave and the differential thaw settlement displacement to generate a first surface deformation and a first surface movement. A safety analysis module is used to perform a safety analysis on the first pipe segment based on the first surface deformation and the first surface movement.

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