A method for predicting high temperature creep behavior of a high-strength steel wire that is rusted

Abstract

The application discloses a kind of prediction methods of high-strength steel wire high temperature creep behavior of rust, belong to bridge cable safety assessment technical field.The method is first obtained by test the material intrinsic material parameters of rust high-strength steel wire test piece and un-rust high-strength steel wire test piece;Then three-dimensional scanning quantization corrosion morphology is used, the maximum pit depth of rust high-strength steel wire surface and the pit root radius of pit bottom are extracted, and then the stress concentration coefficient and the effective bearing area decay function after net section loss are calculated, and the corrosion damage index is introduced;On this basis, the creep strain rate prediction model considering local stress concentration, section loss and material damage is established.The prediction method of the application realizes the quantitative prediction from pit micro-morphology to macro creep behavior, and has great engineering application value for evaluating the safety and residual life of in-service bridge cable.

Description

Technical Field

[0001] This invention relates to the technical field of predicting high-temperature creep after corrosion of cable wires in suspension bridges, and in particular to a method for predicting the high-temperature creep behavior of corroded high-strength steel wires. Background Technology

[0002] Bridge cable systems, especially the high-strength steel wires used in cross-sea suspension bridges, are the most important load-bearing components of the structure. Their long-term safety and durability directly affect the service life and operational safety of the entire bridge. In actual service environments, due to the potential damage to protective systems (such as sheaths) caused by aging, impacts, or construction defects, the cable wires are directly exposed to the chloride-rich, high-humidity marine atmosphere, leading to severe corrosion problems. Corrosion not only causes uniform loss of the wire cross-section but also forms randomly distributed pits, causing significant local stress concentrations and severely deteriorating its mechanical properties.

[0003] Meanwhile, with the increase in traffic volume, especially the passage of hazardous materials transport vehicles, the fire risk to bridge structures is becoming increasingly prominent. The high-temperature environment generated by a fire will further accelerate the performance degradation of steel wire materials. For corroded steel wires, they face an extreme coupling effect of "corrosion-high temperature": the geometric defects and material damage caused by corrosion, combined with the material softening and accelerated creep caused by high temperature, may cause the steel wires to fail at loads far below the design load or expected time, posing a serious threat to the safety of bridge structures.

[0004] Currently, research on the mechanical properties of high-strength steel wire at high temperatures largely focuses on its creep behavior, establishing classical creep constitutive models (such as Norton's power law) that depend on temperature, stress, and time. However, these traditional models are typically based on the ideal assumption of homogeneous and undamaged materials. When faced with the prevalent corrosion of steel wire in practical engineering, these traditional models have significant shortcomings:

[0005] First, the local stress concentration effect caused by pitting was not considered, which is precisely the key factor that causes crack initiation and accelerated creep in corroded components;

[0006] Secondly, it failed to effectively quantify the loss of effective bearing area after the net cross-sectional area loss caused by corrosion and its direct impact on creep response;

[0007] Third, there is a lack of quantitative methods to correlate the geometric features of corrosion (such as pit depth and shape) with the high-temperature creep constitutive parameters of materials.

[0008] Therefore, existing high-temperature creep prediction models are insufficient to accurately assess and predict the actual mechanical behavior of corroded high-strength steel wires under high-temperature emergencies such as fires. This results in blind spots when assessing the remaining load-bearing capacity and safety status of cables in in-service bridges, failing to meet the urgent need for refined and preventative safety assessments of major infrastructure. Developing a prediction method that can comprehensively consider the coupled effects of corrosion geometric damage and high-temperature creep has significant theoretical and engineering application value. Summary of the Invention

[0009] The purpose of this invention is to propose a method for predicting the high-temperature creep behavior of corroded high-strength steel wire. This method overcomes the shortcomings of traditional models that ignore the geometric effects of corrosion, and realizes quantitative prediction from the microscopic morphology of corrosion pits to the macroscopic creep behavior, providing a reliable means for assessing the safety of corroded cables in in-service bridges under high temperature and fire conditions.

[0010] To achieve the above technical objectives, the present invention adopts the following technical solution:

[0011] A method for predicting the high-temperature creep behavior of rusted high-strength steel wire includes the following steps:

[0012] S1. Divide the high-strength steel wire specimens into two groups of samples, namely Sample 1 and Sample 2.

[0013] S2. Artificial accelerated loading corrosion test was conducted on the high-strength steel wire of Sample 1 to obtain the high-temperature creep test rusted high-strength steel wire specimen, and the three-dimensional surface morphology data of the high-temperature creep test rusted high-strength steel wire specimen were collected.

[0014] S3. Conduct a high-temperature creep test on the uncorroded high-strength steel wire of Sample 2 to obtain the first steady-state creep strain ε of the uncorroded high-strength steel wire under different temperatures and loads, and fit the intrinsic material parameters of the uncorroded high-strength steel wire.

[0015] S4. Construct a high-temperature creep strain behavior prediction model for corroded high-strength steel wire using the following formula:

[0016] ,

[0017] Where A represents the intrinsic material parameters of the uncorroded high-strength steel wire;

[0018] The effective stress of the corroded high-strength steel wire cross-section is calculated using the following formula:

[0019] ,

[0020] in, This represents the original cross-sectional area of ​​the uncorroded high-strength steel wire. For the original cross-sectional area of ​​the uncorroded high-strength steel wire Nominal stress on;

[0021] The effective load-bearing area after the net cross-sectional loss of the corroded high-strength steel wire;

[0022] The attenuation function of the effective bearing area after the net cross-sectional loss of the corroded high-strength steel wire;

[0023] The stress concentration factor;

[0024] Γ is an indicator characterizing the degree of material property damage caused by corrosion;

[0025] n is the stress index;

[0026] t is the creep time;

[0027] m is the time index.

[0028] Beneficial Effects: This invention, for the first time, directly correlates corrosion geometry with creep behavior, establishing a multi-factor coupled prediction model for the high-temperature creep strain behavior of high-strength steel wire after corrosion. In this coupled model, the influence of temperature T does not appear directly in the formula as an explicit variable, but is reflected through intrinsic material parameters such as A, n, and m, which are dependent on temperature. Specifically:

[0029] The intrinsic material parameter A of uncorroded high-strength steel wire typically increases exponentially with increasing temperature, reflecting the accelerating effect of temperature rise on creep deformation.

[0030] Stress exponent n: Its numerical change can reveal the shift in the dominant creep mechanism, such as from dislocation slip to diffusion creep.

[0031] The time exponent m: varies with temperature, describing how the creep rate changes over time.

[0032] Furthermore, the effective bearing area attenuation function after the net cross-sectional area loss of the corroded high-strength steel wire. Calculated using the following formula:

[0033] ,

[0034] Among them, the effective bearing area after the net cross-sectional loss of the rusted high-strength steel wire Obtained through the following formula:

[0035] ,

[0036] in, This represents the maximum pit depth on the surface of a rusted high-strength steel wire. This refers to the original diameter of the high-strength steel wire.

[0037] s is a positive real number, obtained by fitting the creep test data of the corroded high-strength steel wire in Sample 1. Its value reflects the non-uniformity of the spatial distribution of corrosion pits and the severity of the influence of the depth-to-width ratio on the overall effective bearing area calculation. Specifically, multiple groups of high-strength steel wires with different corrosion degrees from Sample 1 were selected, and the effective bearing area after the net cross-sectional loss of the corroded high-strength steel wires was calculated using data processing software. The second steady-state creep strain ε measured with high-strength steel wires of different corrosion degrees in each group s Perform fitting and calculate ln(ε) s )-ln( The slope of the fitted line is the value of parameter s. The goodness of fit R² ≥ 0.95 is used as the goodness of fit standard to determine the specific value of s.

[0038] Furthermore, in step S3, the stress concentration factor Kt is calculated as follows:

[0039] ,

[0040] in, The radius of the pit root is determined by fitting the bottom contour of the pit based on the three-dimensional surface morphology data of the rusted high-strength steel wire specimen obtained in step S2 during the high-temperature creep test.

[0041] Beneficial effects: By introducing the maximum pit depth on the surface of rusted high-strength steel wire Radius of the pit root The study precisely quantified the local stress concentration effect caused by corrosion and the attenuation of the effective bearing area after the loss of the net cross-section of the corroded high-strength steel wire, revealing the intrinsic relationship between corrosion geometry and creep behavior.

[0042] Furthermore, in step S4, the index Г, which characterizes the degree of material property damage caused by corrosion, is calculated using the following formula:

[0043] ,

[0044] in, The radius of the pit root is 1. This represents the maximum pit depth on the surface of the corroded high-strength steel wire.

[0045] Beneficial effects: This indicator combines pit depth and root radius; the deeper the pit and the sharper the root (…), the better. When Γ is smaller, the smaller the value, the more severe the damage.

[0046] Furthermore, in step S3, the stress concentration factor Kt is calculated as follows:

[0047] ,

[0048] in, The radius of the pit root is 1. This represents the maximum pit depth on the surface of the corroded high-strength steel wire.

[0049] Furthermore, in step S1, the artificial accelerated load corrosion test on the steel wire of sample one specifically includes the following steps:

[0050] S11. Use a reaction frame and jacks to apply load to the high-strength steel wire within the allowable range of the safety factor;

[0051] S12. Place the loaded specimen in an alternating wet and dry experimental environment to conduct a sustained corrosion test on the high-strength steel wire to obtain a high-temperature creep test specimen of the corroded high-strength steel wire.

[0052] Furthermore, the method also includes step S5, which verifies the accuracy of the prediction model, and specifically includes the following sub-steps:

[0053] S51. Using the three-dimensional surface morphology data of the rusted high-strength steel wire specimen obtained in step S2 in the high-temperature creep test, the geometric solid model of the rusted steel wire is reconstructed by reverse engineering software and imported into finite element analysis software for finite element simulation. In the finite element model, temperature-related material properties are defined, and the high-temperature creep strain behavior prediction model of the rusted high-strength steel wire described in step S4 is implanted as the material constitutive relation.

[0054] S52. Perform thermo-mechanical coupled creep simulation;

[0055] S53. The creep response results obtained from the simulation are compared with the test data obtained from the actual high-temperature creep test on the same batch of rusted high-strength steel wires to verify the accuracy of the prediction model.

[0056] Furthermore, the high-strength steel wire refers to cold-drawn or heat-treated steel wire with a tensile strength of not less than 1670MPa, used for bridge cables.

[0057] Beneficial effects: In summary, compared with the prior art, the prediction method of the present invention realizes quantitative prediction from the microscopic morphology of erosion pits to the macroscopic creep behavior, which has significant engineering application value for assessing the safety and remaining service life of in-service bridge cables. Attached Figure Description

[0058] Figure 1 This is a flowchart of the method of the present invention;

[0059] Figure 2 This is the surface pit morphology obtained by scanning after the steel wire rusts in an embodiment of the present invention;

[0060] Figure 3The stress cloud diagram result is obtained by importing the geometric model reconstructed by Geomagic Studio into the finite element model in ABAQUS and assigning temperature and material properties in this embodiment of the invention.

[0061] Figure 4 This is a creep strain contour plot after importing the geometric model reconstructed by Geomagic Studio into the finite element model in ABAQUS and assigning temperature and material properties in this embodiment of the invention.

[0062] Figure 5 The stress contour plot is calculated from the finite element model of the uncorroded steel wire at a temperature of 400℃ and a stress ratio of 0.4.

[0063] Figure 6 The image shows the creep strain results calculated by the finite element model of the uncorroded steel wire at a temperature of 400℃ and a stress ratio of 0.4.

[0064] Figure 7 The curves showing the creep strain versus time for finite element models of rusted and unrusted steel wires at the same temperature and stress.

[0065] Figure 8 The curves show the creep strain as a function of temperature for finite element models of rusted and unrusted steel wires at different temperatures and under the same stress. Detailed Implementation

[0066] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0067] In this application, the terms "comprising," "including," or any other variations thereof are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0068] S1. Obtain high-strength steel wire for bridges and conduct artificial accelerated load corrosion tests on the steel wire.

[0069] S2. High-temperature creep test was conducted using the same batch of uncorroded steel wires to obtain the first steady-state creep strain ε under different (σ, T) conditions. The intrinsic material parameters A, stress index n, and time index m of the uncorroded steel wires were then fitted to obtain the results.

[0070] S3. Using a 3DSS non-contact surface profilometer, collect three-dimensional surface morphology and coordinate data of the corroded steel wire to obtain the maximum pit depth on the surface of the corroded steel wire. The effective bearing area attenuation function after the net cross-sectional area loss of the steel wire after corrosion was calculated based on the corrosion morphology data. The scanned data was then used to reverse-engineer the corrosion geometry model using Geomagic Studio and imported into ABAQUS.

[0071] S4. Fit the minimum curvature circle at the bottom of the pit based on the scanning results to obtain the radius of the pit root. Based on the maximum pit depth on the surface of the corroded steel wire. Radius of the pit root Calculate the stress concentration factor Establish an index Γ to characterize the degree of material property damage caused by corrosion. Construct a high-temperature creep strain behavior prediction model for high-strength steel wire that considers the geometric stress concentration effect of corrosion pits, the reduction of effective bearing area after net cross-sectional loss, and the decrease in creep activation energy caused by corrosion. .

[0072] S5. The scanned data is reverse-engineered using Geomagic Studio to reconstruct the rust geometry model and then imported into ABAQUS for finite element simulation. Creep simulation at high temperature is performed on the same batch of rusted steel wires, and the corresponding creep strain is recorded to verify the accuracy of the model.

[0073] Preferably, S1 includes the following steps:

[0074] S11. Using a reaction frame and jacks, load the high-strength steel wire within the allowable range of the safety factor, and apply a stress ratio of 0.3 to the steel wire;

[0075] S12. Place the loaded specimen in an alternating wet and dry experimental environment to conduct a sustained corrosion test on the steel wire at different corrosion ages in order to obtain high-strength steel wire specimens with different corrosion degrees in the high-temperature creep test.

[0076] Preferably, S2 includes the following steps:

[0077] S21. Select a batch of uncorroded steel wires and conduct creep tests under different stress and temperature levels. Record the complete creep curve, i.e. strain-time curve. Fit the curve and extract its slope to obtain the first steady-state creep strain ε.

[0078] S22. The time-hardening model is a traditional and important empirical model for describing the creep behavior of materials.

[0079] ;

[0080] in, σ is the creep strain rate, A is the intrinsic material parameter of the uncorroded high-strength steel wire, σ is the applied stress, n is the stress exponent, t is the creep time, and m is the time exponent.

[0081] Because the composite time-hardening creep law in ABAQUS states that the creep strain rate and time are both power functions, but the experimental data show the creep strain as a function of time and stress, integrating the time-hardening model with respect to time yields the expression for creep strain:

[0082] ;

[0083] S23. Select the second steady-state creep strain ε corresponding to different stresses σ at the same temperature T, take the logarithm of the creep strain expression, and plot ln(ε) - lnσ. The slope is n.

[0084] ;

[0085] S24. Selecting the same stress σ and temperature T, and the second steady-state creep strain ε corresponding to different times t, take the logarithm of the creep strain expression. At this time, lnA + nlnσ + ln Let C be a constant, and plot ln(ε) - lnt, with the slope denoted as k:

[0086] ;

[0087] Then m= ;

[0088] S25. Substituting n and m into the creep strain expression, we get A:

[0089] .

[0090] S26. The constitutive parameters of the steel wire calculated using experimental data and the above formulas are shown in Table 1:

[0091] Table 1

[0092] ;

[0093] Preferably, step S3 includes the following sub-steps:

[0094] S31. The three-dimensional surface morphology and coordinate data of the corroded steel wire were acquired using a 3DSS (Three Dimensional Sensing System). Through multi-angle scanning, the point clouds from different angles were converted to the same coordinate system using a reference point. Rotation and translation transformations were then performed using a third-order matrix Q and a three-dimensional vector T. The scanning results are shown below. Figure 2 As shown, the specific formula is as follows:

[0095] ;

[0096] S32, Local stress The calculation method is as follows:

[0097] Effective load-bearing area after net cross-sectional loss of corroded high-strength steel wire: ;

[0098] Effective stress: ;

[0099] Local stress: ;

[0100] in, This represents the original cross-sectional area of ​​the uncorroded high-strength steel wire rope. For the original cross-sectional area of ​​the uncorroded high-strength steel wire rope Nominal stress on; The stress concentration factor;

[0101] S33. Calculation of the effective bearing area attenuation function after net cross-sectional loss of rusted high-strength steel wire based on rust morphology data. = , where s is a shape factor reflecting the degree of influence of corrosion non-uniformity on the effective area, obtained by fitting creep test data, specifically including the following sub-steps:

[0102] S331. Select three groups of steel wires with different degrees of corrosion, and calculate their effective bearing area after net cross-sectional loss using the above formula. Then, through Origin and the steady-state creep ε of each group of steel wires s Perform fitting, ln(ε) s )-ln( The slope of the fitted line is the value of parameter s. Using R² ≥ 0.95 as the goodness-of-fit standard, where R is an indicator of the fit, the specific value of s is determined.

[0103] Preferably, step S4 includes the following steps:

[0104] S41. Import the point cloud obtained from the multi-view scanning of the rusted steel wire specimen using a 3DSS scanner into Geomagic Studio. By extracting the profile contour of the corrosion pit, fit the minimum curvature circle at three points in the pit bottom region. The radius of the pit root is then determined. The fitting formula is as follows:

[0105] ;

[0106] S42. The method for calculating the stress concentration factor Kt is as follows:

[0107] ;

[0108] The radius of the pit root is determined by scanning results; the measurement method is described in step S41.

[0109] S43, the corrosion damage index Г is used to quantify the degree of material degradation, combining pit depth and root radius. The deeper the pit and the sharper the root (…), the greater the corrosion damage. The smaller the value of Γ, the smaller the damage, indicating a more severe condition. Its expression is defined as:

[0110] ;

[0111] S44. Considering the impact of rust pits and maximum rust depth on the mechanical properties of steel wire, the high-temperature creep strain behavior prediction model for rusted steel wire, based on the traditional empirical formula Norton's power law, considers the concentrated stress at the maximum rust depth. The model expression is as follows:

[0112] ;

[0113] Where A is the intrinsic material constant of the uncorroded high-strength steel wire; This represents the maximum pit depth on the surface of a rusted high-strength steel wire. Based on The effective stress; n is the stress exponent; Γ is an index characterizing the degree of material property damage caused by corrosion; The attenuation function of the effective bearing area after the net cross-sectional loss of the corroded high-strength steel wire;

[0114] In summary, the prediction model for the high-temperature creep strain behavior of corroded steel wire is as follows:

[0115] .

[0116] Preferably, step S5 includes the following sub-steps:

[0117] S51. Apply a constant load to the specimen and record the stress-strain curve until the specimen fractures. Determine the second steady-state creep strain ε of the rusted steel wire at different corrosion ages and firing temperatures based on the strain-time curve.s , fracture time t;

[0118] S52. Import the geometric model reconstructed from Geomagic Studio into ABAQUS. First, assign temperature-dependent material properties to the model (including elastic modulus E(T), coefficient of thermal expansion α, etc.), then define the creep constitutive model. Fix one end of the model and apply a constant load to the other end. After setting the operating temperature, perform thermo-mechanical coupling calculations. The stress contour plot and creep strain contour plot are shown below. Figure 3 and Figure 4 As shown.

[0119] Figure 5 , Figure 6 The calculation results are shown in the cloud map for the uncorroded steel wire. The magnitudes of the creep strain of the two are compared as follows: Figure 7 As shown in the figure, corrosion pits accelerate the degradation of the mechanical properties of high-strength steel wire. In the same time period, the creep strain of the corroded steel wire is nearly 30 times that of the uncorroded steel wire.

[0120] To verify the feasibility of this model, creep behavior prediction was performed on high-strength steel wire with a tensile strength of 1770 MPa. Stress ratios of 0.4 were applied to uncorroded steel wire and steel wire specimens with a corrosion rate of 15% at 100℃, 200℃, 300℃, and 400℃, respectively. The calculated creep strain results were compared with those of the uncorroded steel wire. Figure 8 As shown.

[0121] As can be seen from the figure, the creep strain of the corroded steel wire is higher than that of the uncorroded steel wire. This is because corrosion causes physical damage to the steel wire, resulting in a reduction in the effective load-bearing area after the loss of the net cross-section of the steel wire. Under the same temperature and stress ratio, the creep strain of the corroded steel wire is greater.

[0122] This invention is the first to directly link corrosion geometry with creep behavior, establishing a multi-factor coupled predictive model for the high-temperature creep strain behavior of high-strength steel wire after corrosion. Its key feature is that, while traditional models only focus on temperature and stress, this invention introduces pit depth and pit root radius to accurately quantify the local stress concentration effect caused by corrosion and the attenuation of the effective bearing area after net cross-sectional loss, revealing the intrinsic relationship between corrosion geometry and creep behavior.

[0123] In summary, this invention provides a relatively systematic and scientific prediction method, filling the technical gap in predicting the creep performance of rusted steel wires under high-temperature environments such as fires. It has significant engineering application value for assessing the safety and remaining service life of in-service bridge cables.

[0124] Any adaptive changes made according to actual needs are within the scope of protection of this invention.

[0125] It should be noted that, for those skilled in the art, it is obvious that the present invention is not limited to the details of the exemplary embodiments described above, and that the invention can be implemented in other specific forms without departing from the spirit or essential characteristics of the invention. Therefore, the embodiments should be considered illustrative and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description. Thus, all variations falling within the meaning and scope of equivalents of the claims are intended to be included within the present invention. No reference numerals in the claims should be construed as limiting the scope of the claims.

[0126] Specific examples have been used to illustrate the principles and implementation methods of this invention. The descriptions of the above embodiments are only for the purpose of helping to understand the method and core ideas of this invention. Furthermore, those skilled in the art will recognize that, based on the ideas of this invention, there will be changes in the specific implementation methods and application scope. Therefore, the content of this specification should not be construed as a limitation of this invention.

Claims

1. A method of predicting high temperature creep behavior of a high strength steel wire that has been rusted, characterized by, The method comprises the following steps: S1, the high-strength steel wire test piece is divided into two groups of samples, which are sample one and sample two; S2, the high-strength steel wire of sample one is subjected to artificial accelerated load corrosion test to obtain a high-temperature creep test corrosion high-strength steel wire test piece, and three-dimensional surface morphology data of the high-temperature creep test corrosion high-strength steel wire test piece is collected; S3, the uncorroded high-strength steel wire of sample two is subjected to high-temperature creep test, and the first steady-state creep strain ε of the uncorroded high-strength steel wire under different temperatures and loads is obtained, and the intrinsic material parameters of the uncorroded high-strength steel wire are fitted; S4, a high-temperature creep strain behavior prediction model of the corrosion high-strength steel wire is constructed by the following formula: ， Wherein, A is the intrinsic material parameter of the uncorroded high-strength steel wire; The effective stress for a high-strength steel wire section with rust is calculated by the following equation: ， wherein, A0 is the original cross-sectional area of the uncorroded high-strength steel wire, σn is the nominal stress acting on the original cross-sectional area of the uncorroded high-strength steel wire A0. A is the net cross-sectional loss of the high-strength steel wire after rusting; A is the effective bearing area decay function of net section loss of high-strength steel wire after rusting; S is the stress concentration factor; Γ is an index representing the degree of damage to the material performance caused by corrosion; N is the stress index; T is the creep time; M is the time index.

2. The method of claim 1, wherein the high-strength steel wire is a high-strength steel wire having a tensile strength of 1,800 MPa or more and a corrosion rate of 0.1 mm / year or less. The effective bearing area decay function of the net section loss of the rusted high-strength steel wire It is calculated by the following formula: ， wherein the effective bearing area of the net section loss of the rusted high-strength steel wire is obtained by the following equation: ， wherein, D0 is the original diameter of the high strength steel wire; D is the maximum pit depth on the surface of the high-strength steel wire; s is a positive real number, obtained by fitting the creep test data of the corroded high-strength steel wire in Sample 1. Its value reflects the non-uniformity of the spatial distribution of corrosion pits and the severity of the influence of the depth-to-width ratio on the overall effective bearing area calculation. Specifically, multiple groups of high-strength steel wires with different corrosion degrees from Sample 1 were selected, and the effective bearing area after the net cross-sectional loss of the corroded high-strength steel wires was calculated using data processing software. The measured second steady-state creep strain ε of high-strength steel wires with different degrees of corrosion in each group. s Perform fitting and calculate ln(ε) s )-ln( The slope of the fitted line is the value of parameter s. The goodness of fit R² ≥ 0.95 is used as the goodness of fit standard to determine the specific value of s.

3. The method of claim 1, wherein the high-strength steel wire is a high-strength steel wire having a tensile strength of 1,800 MPa or more and a corrosion rate of 0.1 mm / year or less. In step S4, the stress concentration factor is calculated as follows: ， wherein, is the etch pit root radius, the three-dimensional surface topography data of the corrosion high-strength steel wire sample in the high-temperature creep test obtained in the sample one according to step S2 is fitted to determine the etch pit bottom profile; The maximum pit depth of the surface of the rusted high-strength steel wire.

4. The method of claim 1, wherein the high-strength steel wire is a high-strength steel wire having a diameter of 0.2 mm or less. In step S4, the index Γ representing the degree of damage to the material performance caused by corrosion is calculated by the following formula: ， wherein is the pit root radius, is the maximum pit depth of the surface of the high-strength rusted steel wire.

5. The method of claim 1, wherein the high-strength steel wire is a high-strength steel wire having a diameter of 0.5 mm or less. In step S1, the artificial accelerated load corrosion test of the steel wire of sample one comprises the following steps: S11, the high-strength steel wire is loaded in the range allowed by the safety factor by using the counterforce frame and the jack; S12, the test piece after loading is placed in a dry-wet alternating experimental environment, and the high-strength steel wire is subjected to load corrosion test to obtain a high-temperature creep test corrosion high-strength steel wire test piece.

6. The method of claim 1, wherein the high-strength steel wire is a high-strength steel wire having a diameter of 0.5 mm or less. It also comprises a step of verifying the accuracy of the prediction model, which comprises the following sub-steps: S41, using the three-dimensional surface morphology data of the high-temperature creep test corrosion high-strength steel wire test piece obtained in step S2, the geometric entity model of the corroded steel wire is reconstructed by reverse engineering software, and is imported into finite element analysis software for finite element simulation, in which the temperature-related material properties are defined, and the high-temperature creep strain behavior prediction model of the corrosion high-strength steel wire in step S4 is implanted as the material constitutive relation; S42, thermal-mechanical coupling creep simulation is carried out; S43, the creep response results obtained by simulation are compared with the test data obtained by actual high-temperature creep test on the same batch of corrosion high-strength steel wire, so as to verify the accuracy of the high-temperature creep strain behavior prediction model of the corrosion high-strength steel wire.

7. The method of claim 1, wherein the high-strength steel wire is a high-strength steel wire having a diameter of 0.5 mm or less. The high-strength steel wire in step S1 refers to a cold-drawn or heat-treated steel wire with a tensile strength grade not lower than 1670MPa, which is used for bridge cable.

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