Method and system for evaluating functional state of reinforced concrete member and storage medium

Abstract

The invention discloses a reinforced concrete member function state evaluation method and system and a storage medium, and the method comprises the steps: determining a coefficient corresponding to each influence factor according to the influence degree of each influence factor on the function state of a to-be-evaluated member, and the influence factors comprise material characteristics, environmental conditions, traffic loads and maintenance measures; calculating a dynamic degradation coefficient of the to-be-evaluated component based on the coefficient corresponding to each influence factor; based on the dynamic degradation coefficient, utilizing a component function degradation index model to evaluate the function state of the life cycle; by fusing multiple factors such as environmental deterioration, load damage, material characteristics and active maintenance intervention, functional state evaluation of the bridge reinforced concrete member in the whole life cycle is realized, and by introducing the delay effect of maintenance intervention, the limitation of a traditional linear or exponential model is broken through.

Description

Technical Field

[0001] This invention relates to the field of bridge performance evaluation technology, specifically to a method, system, and storage medium for evaluating the functional status of reinforced concrete components. Background Technology

[0002] As a key node in road traffic, the functional status of bridges directly affects road capacity and operational safety. After operating in various environments for a considerable period of time, many bridges can no longer meet the needs of normal traffic. In order to understand the usage status of bridges, it is necessary to conduct effective and regular inspections and technical condition assessments of bridges in a scientific manner.

[0003] In actual bridge inspections, assessing the technical condition of bridges is a rather complex issue, and its implementation is not ideal. On the one hand, the assessment of bridge technical condition is inherently subjective, relying heavily on individual experience and professional competence, resulting in significant discrepancies in the assessments made by different individuals. On the other hand, most bridge maintenance departments still employ relatively outdated management models and methods, lacking systematic and advanced testing, assessment, and bridge condition prediction methods. Furthermore, their management of bridge data and utilization of assessment scoring data are also unsatisfactory.

[0004] In related technologies, patent application CN107908879A proposes evaluation indicators and standards for the fatigue performance of concrete beam bridges based on vehicle load, a key factor causing fatigue in concrete beam bridges, and considering the influence of other environmental factors on material degradation. It also employs the analytic hierarchy process (AHP) to assess the fatigue performance of concrete beam bridges. While this approach mentions the influence of environment and load, it does not quantify the dynamic intervention effect of maintenance measures. Furthermore, the master's thesis, "Integration and Development of Bridge Technical Condition Assessment Methods, Degradation Models, and Inspection and Maintenance Management Systems," proposes parabolic degradation models, exponential curve degradation models, and Markov chain degradation models based on statistical data as bridge degradation models. However, these models only describe the natural degradation state of bridges and do not consider the regulatory role of active maintenance on the degradation path.

[0005] Therefore, there is currently no literature that specifically introduces an assessment method that comprehensively reflects the degradation process of bridges under the influence of multiple factors such as environment, load, materials, and maintenance. Summary of the Invention

[0006] The technical problem to be solved by this invention is how to achieve life cycle functional status assessment of bridge components under multi-factor coupling.

[0007] The present invention solves the above-mentioned technical problems through the following technical means: A method for evaluating the functional status of reinforced concrete members is proposed, the method comprising: The coefficients corresponding to each influencing factor are determined based on the degree of influence of each influencing factor on the functional status of the component to be evaluated. The influencing factors include material properties, environmental conditions, traffic loads, and maintenance measures. Based on the coefficients corresponding to each influencing factor, the dynamic degradation coefficient of the component to be evaluated is calculated. Based on the dynamic degradation coefficient, the functional status of the component's life cycle is evaluated using the component functional degradation index model; Among them, dynamic degradation coefficient The formula is expressed as:

[0008] In the formula, The time-varying maintenance and repair efficiency coefficient corresponding to the maintenance measures. This represents the environmental degradation coefficient corresponding to the environmental conditions. This represents the time-varying load damage coefficient corresponding to traffic load. These are the material property coefficients corresponding to the material properties.

[0009] Furthermore, the formula for calculating the time-varying maintenance and repair efficiency coefficient is as follows: = ·

[0010] In the formula, for initial value, The most recent maintenance time. The maintenance effect attenuation coefficient, Indicates time.

[0011] Furthermore, when the maintenance measure level is Level I, The value is 0.9. The value is 0.001 per year; When the maintenance measure level is II The value is 0.8. The value is 0.002 per year; When the maintenance measure level is III The value is 0.7. The value is 0.003 / year; When the maintenance measures consist of routine maintenance combined with preventative maintenance, the corresponding maintenance measure level is Level I. When the maintenance measures consist of regular repairs combined with localized repairs, the corresponding maintenance measure level is Level II; When maintenance measures combine emergency repairs with post-incident restoration, the corresponding maintenance measure level is Level III.

[0012] Furthermore, the formula for calculating the time-varying load damage coefficient is as follows: = ·[1+α·ln(t / t0)] In the formula, for The initial value, where α is the growth coefficient. t represents time, where t0 represents the initial time.

[0013] Furthermore, when the traffic load level is light, The value is 0.1, and the value of α is 0.05; When the traffic load level is medium. The value is 0.2, and the value of α is 0.08; When the traffic load level is heavy. The value is 0.3, and the value of α is 0.12; When the traffic load level is extra heavy. The value is 0.4, and the value of α is 0.15; When the traffic volume is within the range of (0 to 1000 standard axle trips / day), the traffic load level is light. When traffic volume is within the range of [1000 standard axle trips / day, 5000 standard axle trips / day], the traffic load level is medium. When the traffic volume is within the range of [5000 standard axle trips / day, 10000 standard axle trips / day], the traffic load level is heavy. Traffic volume is at (10,000 standard axles / day), When the traffic load is within the specified range, the traffic load level is classified as extra heavy.

[0014] Furthermore, the environmental degradation coefficient is determined according to the degree of environmental impact on bridges as specified in the "Specification for Durability Design of Concrete Structures in Highway Engineering".

[0015] Furthermore, when the material properties are high-performance concrete, the material property coefficient... The value is -0.1; When the material properties are those of ordinary concrete, the material property coefficient The value is 0; When the material properties are low-performance concrete, the material property coefficient The value is 0.1; When the material property is epoxy-coated steel reinforcement, the material property coefficient The value is -0.05; When the material property is stainless steel steel reinforcement, the material property coefficient The value is -0.15.

[0016] Furthermore, the formula for the component functional degradation index model is expressed as follows:

[0017] In the formula, Indicates the component over time The performance degradation function.

[0018] Furthermore, this invention also proposes a functional status evaluation system for reinforced concrete components, the system comprising: The influence coefficient determination module is used to determine the coefficients corresponding to each influence factor based on the degree of influence of each influence factor on the functional status of the component to be evaluated. The influence factors include material properties, environmental conditions, traffic loads, and maintenance measures. The dynamic degradation coefficient determination module is used to calculate the dynamic degradation coefficient of the component to be evaluated based on the coefficients corresponding to each influencing factor. The functional status assessment module is used to assess the functional status of a component's lifecycle based on a dynamic degradation coefficient and a component functional degradation index model. Among them, dynamic degradation coefficient The formula is expressed as:

[0019] In the formula, The time-varying maintenance and repair efficiency coefficient corresponding to the maintenance measures. This represents the environmental degradation coefficient corresponding to the environmental conditions. This represents the time-varying load damage coefficient corresponding to traffic load. These are the material property coefficients corresponding to the material properties.

[0020] Furthermore, the present invention also proposes a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the functional status evaluation method for reinforced concrete components as described above.

[0021] The advantages of this invention are: (1) This invention considers the dynamic degradation coefficient of the coupling of multiple factors such as environment, load, material and maintenance, and uses the dynamic degradation function as an index to construct a functional degradation index model. This functional degradation index model is a nonlinear time-varying degradation model. By introducing the dynamic degradation coefficient, it reflects the time-varying characteristics of the coupling effect of multiple factors, and solves the technical problem that the coefficients in the traditional model are fixed and cannot adapt to the long-term performance changes of bridge components.

[0022] (2) The time-varying load damage coefficient designed in this invention can quantify the cumulative damage of structural components under long-term variable loads (such as traffic, wind vibration, and temperature cycling), providing a basis for full life cycle design; the time-varying maintenance and repair efficiency coefficient evaluates the efficiency of maintenance measures in restoring structural performance, providing a basis and reference for the optimization of preventive maintenance plans and infrastructure operation and maintenance decisions.

[0023] Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0024] The accompanying drawings, which form part of this specification, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an undue limitation thereof. Figure 1 This is a flowchart illustrating a method for evaluating the functional status of reinforced concrete components according to an embodiment of the present invention. Figure 2 This is a schematic diagram of the functional degradation curves of three scene components in one embodiment of the present invention; Figure 3 This is a schematic diagram of a functional status evaluation system for reinforced concrete components proposed in an embodiment of the present invention. Detailed Implementation

[0025] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below in conjunction with the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, 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.

[0026] like Figure 1 As shown, the first embodiment of the present invention proposes a method for evaluating the functional status of reinforced concrete components, the method comprising the following steps: S10. Determine the coefficients corresponding to each influencing factor based on the degree of influence of each influencing factor on the functional status of the component to be evaluated. The influencing factors include material properties, environmental conditions, traffic loads, and maintenance measures. S20. Calculate the dynamic degradation coefficient of the component to be evaluated based on the coefficients corresponding to each influencing factor. S30. Based on the dynamic degradation coefficient, the functional status of the component's life cycle is evaluated using the component functional degradation index model. Among them, dynamic degradation coefficient The formula is expressed as:

[0027] In the formula, The time-varying maintenance and repair efficiency coefficient corresponding to the maintenance measures. This represents the environmental degradation coefficient corresponding to the environmental conditions. This represents the time-varying load damage coefficient corresponding to traffic load. This refers to the material property coefficient corresponding to the material properties. The advantage of using this formula to calculate the dynamic degradation coefficient is that it predicts the degree of performance degradation of the component during its service life and can accurately describe the nonlinear process of material degradation from slow to accelerated failure.

[0028] It should be noted that this embodiment, by designing a dynamic degradation coefficient that considers the coupling of multiple factors such as environment, load, material, and maintenance, not only takes into account the influence of natural factors such as environment, load, and material on the natural degradation of bridge components, but also quantifies the dynamic intervention effect of maintenance measures and establishes a quantifiable degradation coefficient correlation mechanism. The dynamic degradation function is used as an index to construct a functional degradation index model. This model considers the regulatory effect of active maintenance on the degradation path. This functional degradation index model is a nonlinear time-varying degradation model. According to the functional degradation index model, the performance degradation process of reinforced concrete components from the initial state to the target life can be described, accurately describing the nonlinear process of material degradation from slow degradation to accelerated failure. Therefore, this embodiment, by introducing a dynamic degradation coefficient to reflect the time-varying characteristics of the multi-factor coupling effect, solves the technical problem of traditional models where coefficients are fixed (without considering time changes) and cannot adapt to long-term performance changes of bridge components.

[0029] As a further preferred technical solution, the formula for calculating the time-varying maintenance and repair efficiency coefficient is as follows: = ·

[0030] In the formula, for initial value, The most recent maintenance time. The maintenance effect attenuation coefficient, Indicates time.

[0031] Specifically, and The value selection method is shown in Table 1: Table 1 and The value of

[0032] It should be noted that routine maintenance plus preventative care is "preventing disease before it occurs," maintaining basic performance through frequent inspections and minor interventions; regular repairs plus localized repairs are "treating minor ailments," accurately repairing localized problems based on testing data; and emergency repairs plus post-disaster repairs are "rescuing from emergencies," responding to disasters with rapid response and permanent restoration.

[0033] It should be noted that the classification of maintenance levels in this embodiment and and The method of value selection is only for illustrative purposes; those skilled in the art can classify the maintenance level according to the actual situation. and The specific value of is not specifically limited in this embodiment.

[0034] It should be noted that the time-varying maintenance and repair efficiency coefficient designed in this embodiment is used to evaluate the efficiency of maintenance measures in restoring structural performance. This can provide a basis and reference for optimizing preventive maintenance plans and making decisions on infrastructure operation and maintenance. Furthermore, the calculation method for the time-varying maintenance and repair efficiency coefficient is simple, linked to the maintenance level of current standards, and convenient to apply.

[0035] As a further preferred technical solution, the formula for calculating the time-varying load damage coefficient is as follows: = ·[1+α·ln ] In the formula, for The initial value, where α is the growth coefficient. t0 represents the initial moment, that is, the moment corresponding to the initial state that has just been built.

[0036] Specifically, The values ​​of α are shown in Table 2: Table 2 and the value of α

[0037] It should be noted that the load level classification and... in this embodiment... and The method of value selection is only for illustrative purposes; those skilled in the art can classify the maintenance level according to the actual situation. and The specific value of is not specifically limited in this embodiment.

[0038] As a further preferred technical solution, the environmental degradation coefficient The values ​​are determined according to the degree of environmental impact of bridges as specified in the "Code for Durability Design of Concrete Structures in Highway Engineering" (JTG / T 3310-2019), as shown in Table 3. Table 3. Values ​​of Environmental Deterioration Coefficient

[0039] As a further preferred technical solution, material property coefficient Take values ​​from Table 4 below: Table 4. Values ​​of Material Property Coefficients

[0040] Where w / b represents the water-to-binder ratio, which is the mass ratio of water to cementitious materials (cement + mineral admixtures) in concrete; Cr represents chromium; and Ni represents nickel.

[0041] It should be noted that the specific values ​​of the material property coefficients in this embodiment are only illustrative examples. Those skilled in the art can set the values ​​of the material property coefficients according to the actual situation. This embodiment does not impose any specific limitations.

[0042] As a further preferred technical solution, the formula for the component functional degradation index model is expressed as follows:

[0043] In the formula, Indicates the component over time The performance degradation function.

[0044] It should be noted that the lifespan of concrete components generally does not exceed 200 years. In this embodiment, the component functional degradation index model uses a 200-year design life as a hard constraint. By adjusting the dynamic degradation coefficient By altering the degradation curve shape of bridge components, components with the same service life can exhibit different performance states due to differences in maintenance strategies.

[0045] Specifically, this embodiment selects the following three scenarios for concrete components for comparative analysis, as follows: Figure 2 As shown: (1) Ideal state (environmental impact level A, highway level II, maintenance and inspection level I): 0.7(0.3+0.1+0.0)=0.28 Taking a target lifespan of 200 years as an example, the degradation curve of bridge components is as follows:

[0046] It can be seen that the degradation curve degrades relatively slowly in the early stages and accelerates in the later stages.

[0047] (2) General condition (Environmental impact level C, Highway level I (Class I highway), Maintenance and inspection level II): 0.8(0.5+0.2+0.0)=0.56 Taking a target lifespan of 200 years as an example, the degradation curve of bridge components is as follows:

[0048] It can be seen that the degradation curve degrades slowly in the early stage and accelerates in the later stage.

[0049] (3) Severe conditions (Environmental impact level F, Highway level I (expressway), Maintenance and inspection level III): 0.9(0.8+0.3+0.0)=0.99 Taking a target lifespan of 200 years as an example, the degradation curve of bridge components is as follows:

[0050] As can be seen, the degradation curve is close to a straight line.

[0051] It should be noted that this embodiment proposes an active regulation degradation index model under target life constraints. By introducing a maintenance efficiency coefficient to dynamically correct the coupling effect of environment, load and material, the degradation path can be adjusted in a controllable manner. Based on the parameter values ​​of relevant specifications, the performance degradation degree of components during operation can be predicted according to the initial state parameters of the components. This model is applicable to the functional status assessment of reinforced concrete bridge components throughout their entire life cycle during the design of the entire life cycle.

[0052] In addition, such as Figure 3 As shown, the second embodiment of the present invention also proposes a functional status evaluation system for reinforced concrete components, the system comprising: The influence coefficient determination module 10 is used to determine the coefficients corresponding to each influence factor based on the degree of influence of each influence factor on the functional status of the component to be evaluated. The influence factors include material properties, environmental conditions, traffic loads, and maintenance measures. The dynamic degradation coefficient determination module 20 is used to calculate the dynamic degradation coefficient of the component to be evaluated based on the coefficients corresponding to each influencing factor. Functional status assessment module 30 is used to assess the functional status of the life cycle based on the dynamic degradation coefficient and using the component functional degradation index model. Among them, dynamic degradation coefficient The formula is expressed as:

[0053] In the formula, The time-varying maintenance and repair efficiency coefficient corresponding to the maintenance measures. This represents the environmental degradation coefficient corresponding to the environmental conditions. This represents the time-varying load damage coefficient corresponding to traffic load. These are the material property coefficients corresponding to the material properties.

[0054] It should be noted that the specific calculation methods for the time-varying maintenance and repair efficiency coefficient, time-varying load damage coefficient, environmental degradation coefficient, and material property coefficient can be found in the content described in the first embodiment above, and will not be repeated here.

[0055] As a further preferred technical solution, the formula for the component functional degradation index model is expressed as follows:

[0056] In the formula, Indicates the component over time The performance degradation function.

[0057] Furthermore, the third embodiment of the present invention also proposes a computer-readable storage medium storing a computer program thereon, which, when executed by a processor, implements the functional status evaluation method for reinforced concrete components as described in the first embodiment above.

[0058] It should be noted that other embodiments or specific implementation methods of the reinforced concrete component functional status assessment system and storage medium described in this invention can refer to the above-mentioned method embodiments, and will not be repeated here.

[0059] It should be noted that the computer-readable medium disclosed in this embodiment may be a computer-readable signal medium or a computer-readable storage medium, or any combination thereof. A computer-readable storage medium may be, for example,—but not limited to—an electrical, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or any combination thereof. More specific examples of a computer-readable storage medium may include, but are not limited to: an electrical connection having one or more wires, a portable computer disk, a hard disk, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), optical fiber, and portable compact disk read-only memory (CD-ROM). ROM, optical storage devices, magnetic storage devices, or any suitable combination thereof. In this disclosure, a computer-readable storage medium can be any tangible medium containing or storing a program that can be used by or in connection with an instruction execution system, apparatus, or device. In this disclosure, a computer-readable signal medium can include a data signal propagated in baseband or as part of a carrier wave, carrying computer-readable program code. Such propagated data signals can take various forms, including but not limited to electromagnetic signals, optical signals, or any suitable combination thereof. A computer-readable signal medium can also be any computer-readable medium other than a computer-readable storage medium, which can send, propagate, or transmit a program for use by or in connection with an instruction execution system, apparatus, or device. The program code contained on the computer-readable medium can be transmitted using any suitable medium, including but not limited to: wires, optical fibers, RF (radio frequency), etc., or any suitable combination thereof.

[0060] The aforementioned computer-readable medium may be included in the aforementioned electronic device; or it may exist independently and not assembled into the electronic device. The aforementioned computer-readable medium carries one or more programs, which, when executed by the electronic device, cause the electronic device to perform a zero-sample image anomaly detection method according to the above embodiments.

[0061] Computer program code for performing the operations of this disclosure can be written in one or more programming languages ​​or a combination thereof, including object-oriented programming languages ​​such as Java, Smalltalk, and C++, and conventional procedural programming languages ​​such as the "C" language or similar programming languages. The program code can be executed entirely on the user's computer, partially on the user's computer, as a standalone software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server.

[0062] In cases involving remote computers, the remote computer can be connected to the user's computer via any type of network—including a local area network (LAN) or a wide area network (WAN), or it can be connected to an external computer (e.g., via the Internet using an Internet service provider).

[0063] It should be understood that various parts of the present invention can be implemented in hardware, software, firmware, or a combination thereof. In the above embodiments, multiple steps or methods can be implemented in software or firmware stored in memory and executed by a suitable instruction execution system. For example, if implemented in hardware, as in another embodiment, it can be implemented using any one or a combination of the following techniques known in the art: discrete logic circuits having logic gates for implementing logical functions on data signals, application-specific integrated circuits (ASICs) having suitable combinational logic gates, programmable gate arrays (PGAs), field-programmable gate arrays (FPGAs), etc.

[0064] In the description of this specification, references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

[0065] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this invention, "a plurality of" or "several" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0066] Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make changes, modifications, substitutions and variations to the above embodiments within the scope of the present invention.

Claims

1. A method for evaluating the functional state of a reinforced concrete member, characterized by, The method comprises the following steps: According to the influence degree of each influencing factor on the function state of the component to be evaluated, the corresponding coefficient of each influencing factor is determined, and the influencing factors include material properties, environmental conditions, traffic loads, and maintenance measures; Based on the corresponding coefficients of each influencing factor, the dynamic degradation coefficient of the component to be evaluated is calculated; Based on the dynamic degradation coefficient, the function state of the life cycle is evaluated by using the component function degradation index model; wherein the dynamic degradation coefficient is expressed by the formula: In the formula, is a time-varying maintenance repair efficiency coefficient corresponding to the maintenance measure, is an environmental deterioration coefficient corresponding to the environmental condition, is a time-varying load damage coefficient corresponding to the traffic load, is a material property coefficient corresponding to the material property.

2. The method of claim 1, wherein the method comprises: The calculation formula of the time-varying maintenance repair efficiency coefficient is: = · In the formula, is the initial value, is the initial value, is the time of the last maintenance, is the maintenance effect decay coefficient, denotes time.

3. The method of claim 2, wherein the method comprises: determining the function state of the reinforced concrete member based on the result of the comparison. When the maintenance measure level is I level, 0.9, 0.001 / year; When the maintenance measure level is II level, takes the value 0.8, takes the value 0.002 / year; When the maintenance measure level is III, 0.7, 0.003 / year; When the maintenance measure is daily maintenance combined with preventive maintenance, the corresponding maintenance measure level is I level; When the maintenance measure is regular maintenance combined with local repair, the corresponding maintenance measure level is II level; When the maintenance measure is emergency maintenance combined with post-repair, the corresponding maintenance measure level is III level.

4. The method of claim 1, wherein the method comprises: The calculation formula of the time-varying load damage coefficient is: = • [1 + a • ln(t / t0)] In the formula, is the initial value, and a is a growth coefficient, is the initial value, and a is a growth coefficient, denotes time, and t0denotes the initial time.

5. The method of claim 4, wherein the method further comprises: determining the function state of the reinforced concrete member based on the determined function state of the reinforcing bar and the determined function state of the concrete. When the traffic load level is light, The value of a is 0.1, and the value of a is 0.

05. When the traffic load level is medium, The value of a is 0.2, and the value of a is 0.

08. When the traffic load level is heavy, The value of a is 0.3, and the value of a is 0.

12. When the traffic load level is extra-heavy, The value of a is 0.4, and the value of a is 0.

15. When the traffic volume is in the range of (0, 1000 standard axle times / day], the traffic load level is light; When the traffic volume is in the range of [1000 standard axle times / day, 5000 standard axle times / day), the traffic load level is medium; When the traffic volume is in the range of [5000 standard axle times / day, 10000 standard axle times / day], the traffic load level is heavy; Traffic volume in the range of (10,000 standard axles / day, ) is classified as extra-heavy traffic load.

6. The method of claim 1, wherein The environmental deterioration coefficient is valued according to the influence degree of bridge environmental action determined in the "Durability Design Specification for Highway Engineering Concrete Structures".

7. The method of claim 1, wherein the method comprises: determining the function state of the reinforced concrete member based on the result of the comparison. In the case that the material property is high-performance concrete, the material property coefficient is -0.

1. In the case that the material property is ordinary concrete, the material property coefficient is 0. In the case that the material property is low-performance concrete, the material property coefficient is 0.

1. In the case where the material property is an epoxy-coated rebar, the material property coefficient has a value of -0.05; In the case where the material property is stainless steel rebar, the material property coefficient takes a value of -0.

15.

8. The method of claim 1, wherein the method further comprises: determining a function state of the reinforced concrete member based on the determined state of the reinforced concrete member. The formula of the component function degradation index model is: wherein represents a performance degradation function of the component over time .

9. A reinforced concrete member function state evaluation system characterized by comprising: a function state evaluation device according to any one of claims 1 to 8; and a function state evaluation device according to any one of claims 1 to 8. The method comprises the following steps: An influencing coefficient determination module is configured to determine the corresponding coefficient of each influencing factor according to the influence degree of each influencing factor on the function state of the component to be evaluated, and the influencing factors include material properties, environmental conditions, traffic loads, and maintenance measures; A dynamic degradation coefficient determination module is configured to calculate the dynamic degradation coefficient of the component to be evaluated based on the corresponding coefficients of each influencing factor; A function state evaluation module is configured to evaluate the function state of the life cycle by using the component function degradation index model based on the dynamic degradation coefficient. wherein the dynamic degradation coefficient is expressed by the formula: In the formula, is a time-varying maintenance repair efficiency coefficient corresponding to the maintenance measure, is an environmental deterioration coefficient corresponding to the environmental condition, is a time-varying load damage coefficient corresponding to the traffic load, is a material property coefficient corresponding to the material property.

10. A computer-readable storage medium having stored thereon a computer program, characterized in that, When the computer program is executed by the processor, the method for evaluating the function state of the reinforced concrete component is realized as claimed in any one of claims 1-8.

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