A method for evaluating regional performance of an ultra-high performance concrete component
By collecting corrosion state information and dividing regions of ultra-high performance concrete components, an interface slip damage model was established, which solved the problem that existing technologies could not accurately identify the differences in corrosion performance of component regions, and realized the performance evaluation and reinforcement strategy formulation of components under chloride salt corrosion environment.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- GUANGZHOU UNIVERSITY
- Filing Date
- 2026-03-05
- Publication Date
- 2026-06-05
AI Technical Summary
Existing technologies struggle to accurately identify the differences in corrosion performance of ultra-high performance concrete components in different regions, making it impossible to conduct zonal assessments and provide reinforcement recommendations. In particular, structural performance exhibits heterogeneous degradation under complex service environments.
The components are divided into fully corroded, intermediately corroded, and uncorroded zones using threshold division or concentration gradient identification methods. A corrosion-induced interface slip damage model is established, and the degree of corrosion is characterized by the interface slip coefficient and exponential parameters. Combined with the slip damage factor and residual bearing capacity retention rate, a performance level classification standard is established.
The study enabled the assessment of the residual load-bearing capacity, crack sensitivity, and ductile evolution characteristics of ultra-high performance concrete components under chloride erosion conditions, providing a basis for structural durability assessment and reinforcement strategies, and improving the accuracy and reliability of the assessment.
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Figure CN122153692A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of data analysis technology, and in particular to a method for evaluating the regional performance of ultra-high performance concrete components. Background Technology
[0002] With the continuous advancement of infrastructure construction in coastal and saline-alkali areas, ultra-high performance concrete (UHPC), due to its excellent strength, density, and durability, has been widely used in scenarios with high service life requirements, such as bridges, marine engineering, and underground structures. To enhance its crack resistance and ductility, UHPC is usually incorporating a high volume fraction of steel fibers to improve crack control and flexural toughness.
[0003] However, during long-term service, chloride salts can penetrate into the interior of UHPC along capillary pores or microcracks, causing steel fiber corrosion and interfacial adhesion degradation, resulting in localized material performance deterioration and overall structural degradation. Especially in complex service environments, the degree of corrosion in different areas often varies significantly, leading to a non-homogeneous degradation trend in structural performance. Therefore, identifying regional performance differences has become an urgent problem to be solved.
[0004] Current corrosion performance assessments mostly rely on average reduction methods or changes in the overall load-bearing capacity of components, making it difficult to accurately identify differences in performance evolution across different regions and to provide zonal assessments and reinforcement recommendations based on actual corrosion conditions. To address chloride-induced localized degradation, there is an urgent need to establish a regional performance assessment method for UHPC components based on corrosion state identification. Summary of the Invention
[0005] The purpose of this invention is to provide a method for evaluating the regional performance of ultra-high performance concrete components, thereby solving the problem that existing methods are difficult to accurately evaluate the regional performance of components.
[0006] To achieve the above objectives, the present invention provides a method for evaluating the regional performance of ultra-high performance concrete components, comprising the following steps: S1. Collect corrosion status information of UHPC components under service conditions; S2. Based on the corrosion state information, the component is divided into three regions: fully corroded zone, transitional corrosion zone, and uncorroded zone by using threshold division or concentration gradient identification. S3. Extract relevant structural performance indicators from each corrosion zone, establish a corrosion-induced interface slip damage model, and obtain the slip damage factor. S4. Based on the slip damage factor and residual bearing capacity retention rate of each region, establish a performance level classification standard and determine each region as a Class I, Class II or Class III performance level. S5, Output component's regional performance level evaluation results.
[0007] Preferably, in S1, the corrosion state information includes at least one of chloride ion concentration distribution, surface corrosion depth, material gray value, and steel fiber rust product characteristics.
[0008] Preferably, the chloride ion concentration distribution is obtained by chloride ion titration, the material gray value is obtained by image gray value processing analysis, and the steel fiber corrosion products are obtained by stereomicroscopy, metallographic microscopy or scanning electron microscopy.
[0009] Preferably, in step S2, the region division is based on at least one of chloride ion concentration threshold, corrosion depth, or image grayscale threshold, and a region label map is constructed after division; the region label map is a visualization model that maps the division results onto the component geometric model and assigns a corresponding corrosion region label to each spatial unit or grid block.
[0010] Preferably, the region division based on the chloride ion concentration threshold is specifically as follows: a lower limit threshold and an upper limit threshold are set for the chloride ion concentration. The region with a chloride ion concentration greater than the upper limit threshold is the fully corroded region, the region between the upper and lower limit thresholds is the transitional corrosion region, and the region with a chloride ion concentration less than the lower limit threshold is the uncorroded region. The lower limit threshold is the critical concentration at which steel fibers begin to undergo considerable corrosion, and the upper limit threshold is an empirical concentration value at which the interfacial adhesion deteriorates significantly. The specific division of regions based on corrosion depth is as follows: Based on the corrosion front depth, a first boundary distance and a second boundary distance are set in the direction of the component's protective layer thickness. The second boundary distance is the corrosion front depth, and the first boundary distance is 50%-70% of the corrosion front depth. The region with a corrosion depth less than or equal to the first boundary distance is the fully corroded region, the region between the first boundary distance and the second boundary distance is the transitional corrosion region, and the region greater than the second boundary distance is the uncorroded region. The region division based on image grayscale thresholds is as follows: the surface image of the component is converted into a grayscale image, and a first grayscale threshold and a second grayscale threshold are determined by histogram analysis. The first grayscale threshold is the valley value on the left side of the histogram, and the second grayscale threshold is the valley value on the right side of the histogram. The region with a grayscale value less than or equal to the first grayscale threshold is the fully etched region, the region between the first grayscale threshold and the second grayscale threshold is the transitional etched region, and the region with a grayscale value greater than the second grayscale threshold is the unetched region.
[0011] Preferably, in step S3, the specific process of establishing the corrosion-induced interface slip damage model includes: S31. The load-slip curve is obtained through single steel fiber pull-out test. The load-slip curve is transformed into the interface shear stress-slip curve. The test curve is fitted with an exponential empirical formula to obtain the interface slip model under the reference conditions. S32. Fit the test data of different corrosion areas to obtain the degradation relationship between the interface slip coefficient and the interface slip index with the corrosion level. S33. Establish the expression for the corrosion-induced slip damage factor.
[0012] Preferably, in S31, the interface slip model under the reference conditions is: ; in, As the reference interface slip coefficient, As the baseline slip index, As the reference interface slip shear stress, s This is the slip displacement.
[0013] Preferably, in step S32, the relationship between the interface slip coefficient and the interface slip exponent and the degradation of corrosion level is as follows: ; ; in, The interface slip coefficient, b The interface slip index. k 1 and k 2 All are degradation coefficients; Corrosion level.
[0014] Preferably, in step S33, the expression for the corrosion-induced slip damage factor is: ; in, This represents the peak interfacial shear stress under corrosion conditions. This represents the peak shear stress in the uncorroded state.
[0015] Preferably, in S4, the performance level classification criteria are as follows: Level I is a slip damage factor of less than 0.1 and a residual bearing capacity retention rate of greater than or equal to 0.8; Level II is a slip damage factor of less than 0.3 and greater than or equal to 0.1, while a residual bearing capacity retention rate of greater than or equal to 0.6 and less than 0.8; Level III is a slip damage factor of greater than or equal to 0.3 and a residual bearing capacity retention rate of less than 0.6.
[0016] The advantages and positive effects of the method for evaluating the regional performance of ultra-high performance concrete components described in this invention are: This invention introduces a corrosion-induced interface slip damage model. (Interface slip coefficient) and b（The interface slip index (ISA) parameter is used to characterize the mapping relationship between the degree of corrosion and the mechanical properties of the interface. Slip-stress response curves are extracted experimentally, and the interface parameters are converted into regional performance indices. A differentiated performance grading system is then established based on corrosion zones (fully corroded zone, moderately corroded zone, and uncorroded zone). This method can be used to evaluate the residual load-bearing capacity, crack sensitivity, and ductile evolution characteristics of ultra-high performance concrete components under chloride erosion environments, providing a basis for structural durability assessment, reinforcement strategy formulation, and service life prediction.
[0017] The technical solution of the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. Attached Figure Description
[0018] Figure 1 This is a flowchart of the evaluation method according to an embodiment of the present invention. Detailed Implementation
[0019] In this application, unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application pertains. In case of any inconsistency, the meaning set forth in this specification or derived from the content described herein shall prevail. Furthermore, the terminology used herein is for the purpose of describing embodiments of this application only and is not intended to limit the scope of this application.
[0020] The embodiments of the present invention will now be described in detail with reference to the accompanying drawings.
[0021] like Figure 1 As shown, a method for evaluating the regional performance of ultra-high performance concrete components includes the following steps: S1. Collect corrosion status information of UHPC components under service conditions.
[0022] Corrosion status information includes at least one of the following: chloride ion concentration distribution, surface corrosion depth, material gray value, and characteristics of steel fiber corrosion products.
[0023] Chloride ion concentration distribution was determined by drilling powder samples along the thickness of the protective layer on the component surface and measuring the chloride ion mass fraction at different depths using titration or potentiometric titration. The measuring points can be arranged at certain intervals, such as 5mm, 10mm, 15mm from the surface, to plot the "chloride ion concentration - burial depth" curve.
[0024] Surface corrosion depth is determined by cutting the specimen or taking core samples in the field, representing the maximum depth of penetration into areas where the steel fibers are significantly corroded or the substrate is discolored. Measurements are taken. Visual measurements of cracks or rusted areas can be used to obtain corrosion contour lines along the height or thickness of the component.
[0025] Material grayscale values were obtained by acquiring surface images of the components using a digital camera or microscopy, and then converting the images to grayscale under uniform illumination. The average grayscale values of different regions were then statistically analyzed. Gray standard deviation In areas of severe corrosion, there is usually a noticeable decrease in grayness or an increase in color difference.
[0026] Magnified observation of representative areas of steel fiber corrosion products can be performed using stereomicroscopes, metallographic microscopes, or SEM to qualitatively record the distribution, adhesion state, and erosion of the surrounding substrate. If necessary, the fiber cross-section can be measured to obtain the fiber cross-sectional area loss rate as a reference for the degree of corrosion.
[0027] S2. Based on the corrosion state information, the component is divided into three regions: fully corroded zone, transitional corroded zone, and uncorroded zone by using threshold division or concentration gradient identification.
[0028] The region division is based on at least one of the following: chloride ion concentration threshold, corrosion depth, or image grayscale threshold. After division, a region label map is constructed, dividing the component into three categories: fully corroded zone, transitionally corroded zone, and uncorroded zone. The region label map is a visual model that maps the division results onto the component's geometric model, assigning a corresponding corrosion region label to each spatial unit or mesh block.
[0029] The specific regional division based on chloride ion concentration thresholds involves setting a lower limit threshold for chloride ion concentration. and upper limit threshold . This can be taken as the critical concentration at which steel fibers begin to undergo objective corrosion. It can be taken as an empirical concentration value for which the interfacial adhesion is significantly deteriorated. The area is divided into a fully corroded zone. The area was designated as a transitional corrosion zone. The area was transformed into an uncorroded zone.
[0030] The region division based on corrosion depth is specifically as follows: based on the corrosion front depth. The first dividing distance is set according to the thickness direction of the component's protective layer. Second boundary distance The second dividing distance is the depth of the corrosion front, and the first dividing distance is 50%-70% of the depth of the corrosion front. This is a fully corroded area. This is a transitional corrosion zone, larger than... This is the uncorroded area.
[0031] The region segmentation based on image grayscale thresholding specifically involves: converting the surface image of the component into a grayscale image, and determining the first grayscale threshold through histogram analysis. Second grayscale threshold The first grayscale threshold is the valley value on the left side of the histogram, and the second grayscale threshold is the valley value on the right side of the histogram. Areas with lower grayscale values and more obvious color differences ( Fully corroded area, area with medium grayness ( The transitional corrosion zone has a grayness close to that of the original uncorroded area. This is the uncorroded area.
[0032] This area label map will be used for the one-to-one mapping of subsequent performance indicators and corrosion levels.
[0033] S3. Extract relevant structural performance indicators from each corrosion zone, establish a corrosion-induced interface slip damage model, and obtain the slip damage factor.
[0034] The specific process of establishing a corrosion-induced interface slip damage model includes: S31. Load-slip curves were obtained through single steel fiber pull-out tests. The load-slip curve is passed through Converted into interfacial shear stress-slip curve An exponential empirical formula was used to fit the experimental curves to obtain the interface slip model under the baseline conditions: ; in, As the reference interface slip coefficient, The baseline slip index.
[0035] The empirical expression for exponential growth is: ; in, For interface slip shear stress, s For slip displacement, This represents the peak shear stress. s 0 The peak value corresponds to the slip displacement. The interface slip coefficient, b This is the interface slippage index. It mainly determines the initial bearing capacity of the interface and the overall amplitude of the slip curve. As corrosion intensifies, the interface gradually decreases, leading to an overall decline in interfacial load-bearing capacity. The curvature change of the softening segment of the control interface reflects the deformation sensitivity of the interface from the rising, peak, to the falling phase. The size increases with increasing corrosion, and the interface softening process begins earlier and becomes steeper. The maximum bond strength that an interface can withstand is the most significant performance indicator of an interface affected by corrosion. It decreases significantly, and the maximum adhesion capacity of the interface weakens.
[0036] For each corrosion level, parameters such as peak bond strength, residual strength, softened section slope, and slip limit are extracted.
[0037] S32. Fit the test data of different corrosion areas to obtain the degradation relationship between the interface slip coefficient and the interface slip index with the corrosion level.
[0038] The degradation relationship between the interface slip coefficient and the interface slip exponent with corrosion grade is as follows: ; ; in, and These are the initial parameters for the interface slip coefficient and interface slip index in the uncorroded state, respectively. k 1 and k Both 2 are degradation coefficients, which can be determined by the least squares method or nonlinear regression. This refers to the corrosion rating. The higher the corrosion rating, the worse the corrosion. The lower the value, b The higher the value, the weaker the interface's load-bearing capacity and the faster the softening.
[0039] S33. Establish the expression for the corrosion-induced slip damage factor.
[0040] The expression for the corrosion-induced slip damage factor is: ; in, This represents the peak interfacial shear stress under corrosion conditions. This represents the peak shear stress in the uncorroded state.
[0041] Combining the corrosion levels of different areas within the component The degree of slip damage in each corroded region can be calculated at the interface scale. This allows us to obtain the slip damage distribution along the thickness direction at the component interface. Through analysis of... The integral or weighted average of the values can be used to obtain the equivalent reduction factor of the regional slip bearing capacity, which can be used for subsequent performance level evaluation.
[0042] This model incorporates the microscopic interface slip characteristic parameters ( b) and macroscopic corrosion level ( A quantitative mapping relationship was established, realizing a continuous coupled description between corrosion degree, interface adhesion degradation and component performance, providing a unified theoretical framework and parameter basis for the regional performance evaluation of UHPC components.
[0043] S4. Based on the slip damage factor and residual bearing capacity retention rate of each region, establish a performance level classification standard and determine each region as a Class I, Class II or Class III performance level.
[0044] The performance rating standards are as follows: Grade I: Slight or no corrosion, slip damage factor less than 0.1 and residual bearing capacity retention rate greater than or equal to 0.8. Grade II: Moderate corrosion, slip damage factor less than 0.3 and greater than or equal to 0.1, and residual bearing capacity retention rate greater than or equal to 0.6 and less than 0.8. Grade III: Severe corrosion, slip damage factor greater than or equal to 0.3 and residual bearing capacity retention rate less than 0.6.
[0045] S5, Output component's regional performance level evaluation results.
[0046] The evaluation method described in this invention will be illustrated below with specific examples.
[0047] Using ultra-high performance concrete beams containing 2% steel fiber by volume as the research object, the specimens were subjected to chloride salt wet-dry cyclic corrosion treatment in 3.5% NaCl solution for 4, 10, and 20 weeks. After each cycle, the specimens were subjected to chloride ion concentration testing, corrosion depth determination, and single steel fiber pull-out tests to verify the feasibility of the method of the present invention.
[0048] (1) Corrosion Information Collection After each corrosion cycle, sampling holes with a diameter of 6 mm were drilled vertically on the surface of the specimen. Powder samples were collected at depths of 5 mm, 10 mm, 15 mm, and 20 mm from the surface. Approximately 2 g of sample was collected from each depth interval and placed in 50 mL of deionized water extract. After shaking on a constant-temperature shaker for 1 h, the supernatant was filtered. The chloride ion concentration in the extract was determined using a chloride ion-selective electrode, and the chloride ion mass fraction at each burial depth was calculated. The measured data were plotted as a "chloride ion concentration – burial depth" curve. The results show: At 4 weeks, the surface Penetration depth 6mm; At 10 weeks, the surface layer The penetration depth is 10 mm; At 20 weeks, The penetration depth reached 18mm.
[0049] (2) Corrosion zone division Based on the measured chloride ion concentration threshold, the following is set: =0.1% (critical concentration for initial corrosion of steel fibers). =0.2% (concentration of significant degradation in interfacial adhesion).
[0050] Therefore, the thickness direction of the component is divided into: The 0-10mm area is divided into a fully corroded zone; The 10mm-18mm area is designated as the transition corrosion zone; The 18mm-100mm area is designated as the uncorroded zone.
[0051] (3) Interface sliding performance and parameter extraction Steel fiber embedment depths of 10 mm were cut from specimens at 4, 10, and 20 weeks of loading, and single-fiber pull-out tests were conducted at a loading rate of 0.2 mm / min. Load-slip curves were plotted based on the test data and converted into stress-slip curves. An exponential empirical formula was used to fit the test curves to obtain the interface slip model under reference conditions. .
[0052] Pull-out tests of the same type were conducted on specimens that had undergone corrosion ages of 4, 10, and 20 weeks. The interfacial shear stress-slip curves for each corrosion level were obtained, and the same empirical model was used for fitting to obtain the parameters. , and peak shear stress .
[0053] in, Indicates the corrosion level (ranging from 0 to 1). =Corrosion period / Maximum corrosion period, where the maximum corrosion period is 20 weeks. The corrosion cycle of 0-20 weeks was normalized to between 0 and 1. The corrosion level classification results are shown in Table 1.
[0054] Table 1 Corrosion Level Classification Results
[0055] Different corrosion cycles , b Parameters and peak shear stress As shown in Table 2.
[0056] Table 2. Steel fiber interfacial slip parameters under chloride-salt wet-dry cycling.
[0057] Establish and b Degenerative relationship: ; ; The form given in step S32 is the general degenerate form. k The sign of 2 is determined by the actual test results of the material. In this embodiment, the interface slip index is... b The value increases with increasing corrosion level, and after fitting, it corresponds to the general formula in... k 2 is -0.60, and therefore appears as a plus sign. This difference is a difference in sign definition and does not affect the application of the degradation model.
[0058] Define corrosion-induced slip damage factor: .
[0059] 4 weeks =0.12, at 10 weeks =0.27, at 20 weeks =0.43, interface sliding performance continues to degrade.
[0060] (4) Regional performance level assessment By combining the slip damage factor and the residual bearing capacity retention rate, a performance level threshold is set: Level I (Performance in Good Condition): Bearing capacity retention rate ; Level II (Performance Degradation): , ; Level III (Severe Degradation): , .
[0061] Based on the test results, the corrosion zone at 4 weeks corresponds to Level I, at 10 weeks to Level II, and at 20 weeks to Level III. The residual bearing capacity and performance degradation indices of the UHPC beam under chloride-salt wet-dry cycling are shown in Table 3.
[0062] Table 3 Residual bearing capacity and performance degradation index of UHPC beams under chloride salt wet-dry cycle
[0063] (5) Result output Output the regional performance level map of the component and the corresponding predicted residual bearing capacity. The results show: The interface slip damage is greatest in the fully corroded zone, and the residual bearing capacity is reduced to 42% of that in the uncorroded zone. The transition corrosion zone exhibits moderate performance, with a residual load-bearing capacity of approximately 58%. The uncorroded area retains its original performance.
[0064] Therefore, the method for evaluating the regional performance of ultra-high performance concrete components described in this invention can solve the problem that existing methods are unable to accurately evaluate the regional performance of components.
[0065] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and not to limit them. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the technical solutions of the present invention, and these modifications or equivalent substitutions cannot cause the modified technical solutions to deviate from the spirit and scope of the technical solutions of the present invention.
Claims
1. A method for evaluating the regional performance of ultra-high performance concrete components, characterized in that, Includes the following steps: S1. Collect corrosion status information of UHPC components under service conditions; S2. Based on the corrosion state information, the component is divided into three regions: fully corroded zone, transitional corrosion zone, and uncorroded zone by using threshold division or concentration gradient identification. S3. Extract relevant structural performance indicators from each corrosion zone, establish a corrosion-induced interface slip damage model, and obtain the slip damage factor. S4. Based on the slip damage factor and residual bearing capacity retention rate of each region, establish a performance level classification standard and determine each region as a Class I, Class II or Class III performance level. S5, Output component's regional performance level evaluation results.
2. The method for evaluating the regional performance of ultra-high performance concrete components according to claim 1, characterized in that: In S1, the corrosion status information includes at least one of chloride ion concentration distribution, surface corrosion depth, material gray value, and steel fiber rust product characteristics.
3. The method for evaluating the regional performance of ultra-high performance concrete components according to claim 2, characterized in that: The chloride ion concentration distribution was obtained by chloride ion titration, the material gray value was obtained by image gray value processing analysis, and the steel fiber corrosion products were obtained by stereomicroscopy, metallographic microscopy or scanning electron microscopy.
4. The method for evaluating the regional performance of ultra-high performance concrete components according to claim 3, characterized in that: In S2, the region division is based on at least one of chloride ion concentration threshold, corrosion depth, or image grayscale threshold, and a region label map is constructed after division. The region label map is a visualization model that maps the division results onto the component geometric model and assigns a corresponding corrosion region label to each spatial unit or grid block.
5. The method for evaluating the regional performance of ultra-high performance concrete components according to claim 4, characterized in that: The specific regional division based on the chloride ion concentration threshold is as follows: a lower limit threshold and an upper limit threshold are set for chloride ion concentration. The region with a chloride ion concentration greater than the upper limit threshold is the fully corroded region, the region between the upper and lower limits threshold is the transitional corrosion region, and the region with a chloride ion concentration less than the lower limit threshold is the uncorroded region. The lower limit threshold is the critical concentration at which steel fibers begin to undergo considerable corrosion, and the upper limit threshold is the empirical concentration value at which the interfacial adhesion deteriorates significantly. The specific division of regions based on corrosion depth is as follows: Based on the corrosion front depth, a first boundary distance and a second boundary distance are set in the direction of the component's protective layer thickness. The second boundary distance is the corrosion front depth, and the first boundary distance is 50%-70% of the corrosion front depth. The region with a corrosion depth less than or equal to the first boundary distance is the fully corroded region, the region between the first boundary distance and the second boundary distance is the transitional corrosion region, and the region greater than the second boundary distance is the uncorroded region. The specific method for region division based on image grayscale threshold is as follows: convert the surface image of the component into a grayscale image, and determine the first grayscale threshold and the second grayscale threshold through histogram analysis. The first grayscale threshold is the valley value on the left side of the histogram, and the second grayscale threshold is the valley value on the right side of the histogram. The area with a gray value less than or equal to the first gray value threshold is the fully etched area, the area between the first gray value threshold and the second gray value threshold is the transitional etched area, and the area with a gray value greater than the second gray value threshold is the unetched area.
6. The method for evaluating the regional performance of ultra-high performance concrete components according to claim 5, characterized in that, In step S3, the specific process of establishing the corrosion-induced interface slip damage model includes: S31. The load-slip curve is obtained through single steel fiber pull-out test. The load-slip curve is transformed into the interface shear stress-slip curve. The test curve is fitted with an exponential empirical formula to obtain the interface slip model under the reference conditions. S32. Fit the test data of different corrosion areas to obtain the degradation relationship between the interface slip coefficient and the interface slip index with the corrosion level. S33. Establish the expression for the corrosion-induced slip damage factor.
7. The method for evaluating the regional performance of ultra-high performance concrete components according to claim 6, characterized in that: In S31, the interface slip model under the reference condition is as follows: ； in, As the reference interface slip coefficient, As the baseline slip index, As the reference interface slip shear stress, s This is the slip displacement.
8. The method for evaluating the regional performance of ultra-high performance concrete components according to claim 7, characterized in that: In step S32, the relationship between the interface slip coefficient and the interface slip exponent and the degradation of corrosion level is as follows: ； ； in, The interface slip coefficient, b The interface slip index. k 1 and k 2 All are degradation coefficients; Corrosion level.
9. The method for evaluating the regional performance of ultra-high performance concrete components according to claim 8, characterized in that: In S33, the expression for the corrosion-induced slip damage factor is: ； in, This represents the peak interfacial shear stress under corrosion conditions. This represents the peak shear stress in the uncorroded state.
10. The method for evaluating the regional performance of ultra-high performance concrete components according to claim 9, characterized in that: In S4, the performance level classification criteria are as follows: Level I is a slip damage factor of less than 0.1 and a residual bearing capacity retention rate of greater than or equal to 0.8; Level II is a slip damage factor of less than 0.3 and greater than or equal to 0.1, and a residual bearing capacity retention rate of greater than or equal to 0.6 and less than 0.8; Level III is a slip damage factor of greater than or equal to 0.3 and a residual bearing capacity retention rate of less than 0.6.