Post-earthquake damage state recognition method, device and system and storage medium
By introducing a nonlinear effective energy dissipation factor and residual displacement, a post-earthquake damage assessment model for self-resetting precast segmental piers is constructed, which solves the shortcomings of traditional methods in terms of identification accuracy and applicability, and achieves high-precision damage state identification and assessment.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-12-22
- Publication Date
- 2026-03-10
AI Technical Summary
Existing technologies are insufficient to accurately identify the post-earthquake damage status of self-resetting precast segmental bridge piers (SC-PSBC). Traditional assessment methods cannot effectively reflect their unique seismic response and damage mechanisms, resulting in low identification accuracy and poor applicability.
By replacing the maximum displacement with a nonlinear effective energy dissipation factor and residual displacement, the energy damage term is redefined. Parameter fitting and verification are performed using quasi-static test data to construct a post-earthquake damage assessment model.
It improves the accuracy and applicability of damage identification, accurately captures the entire damage process of self-resetting bridge piers, provides reliable damage status assessment results, and supports rapid and quantitative safety decisions and repair reinforcement.
Smart Images
Figure CN121637841A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The application belongs to the technical field of structural engineering, and particularly relates to a post-earthquake damage state identification method and device, system and storage medium for a self-centering prefabricated segmental bridge pier. BACKGROUND
[0002] In recent years, the development of new bridge structures has been jointly promoted by the demand for rapid construction, environmental protection and seismic toughness. Among them, the self-centering prefabricated segmental bridge pier (SC-PSBC) has become an important alternative form of the traditional cast-in-place monolithic bridge pier (MBC) due to its advantages of convenient construction, small environmental impact and strong post-earthquake self-centering ability. However, the further popularization and application of SC-PSBC is restricted by the lack of mature and reliable post-earthquake damage state identification technology for its unique seismic response and damage mechanism. Since the seismic damage of SC-PSBC is significantly affected by multiple design parameters, the traditional evaluation method cannot accurately identify the actual damage state. Therefore, developing a damage state identification method that can reasonably reflect the mechanical behavior of SC-PSBC is of great significance for quickly and accurately judging the post-earthquake safety condition of the structure and providing direct basis for repair decision.
[0003] The post-earthquake damage evaluation method of traditional bridge piers has evolved from single-parameter (such as displacement ratio, energy ratio) to double-parameter method. The Park-Ang model combines deformation and cumulative energy dissipation, which is an important breakthrough in this field, but it has problems such as non-convergence of upper and lower limits of damage index and insufficient expression of coupling mechanism. Subsequent research improved the method accuracy by introducing parameters such as yield displacement, combination coefficient and effective energy dissipation factor, but it still did not fully depict the nonlinear coupling mechanism between deformation and energy. More importantly, the damage mechanism of SC-PSBC mainly manifests as rocking behavior at the pier bottom or segment interface, and energy is mainly dissipated through yield of energy-dissipating steel bars, local crushing of concrete and interface friction, and its hysteresis curve shows a clear "pinching" shape, which is fundamentally different from the distributed plastic damage and full hysteresis characteristics of traditional MBC. Therefore, the damage identification method based on traditional MBC cannot be directly applied to the post-earthquake damage state identification of SC-PSBC. SUMMARY
[0004] To solve the problems in the prior art, the application provides a post-earthquake damage state identification method and device, system and storage medium.
[0005] To achieve the above object, the application provides the following solutions. A post-earthquake damage state identification method, comprising: Step 1, obtaining a nonlinear effective energy dissipation factor of the bridge pier; Step 2, a post-earthquake damage evaluation model is obtained by replacing the maximum displacement with the residual displacement as a deformation damage term and introducing a nonlinear effective energy dissipation factor to redefine the energy damage term; Step 3, key parameters of the post-earthquake damage evaluation model are fitted; Step 4, the post-earthquake damage evaluation model after parameter fitting is verified by using the pseudo-static test data.
[0006] Preferably, the calculation formula of the nonlinear effective energy dissipation factor is: wherein, is the effective energy dissipation factor corresponding to the i th cycle; is the displacement amplitude under the i th cycle loading; is the yield displacement of the component; is the ultimate displacement of the component.
[0007] Preferably, the post-earthquake damage evaluation model is: wherein, is the residual displacement of the current loading cycle; is the ultimate residual displacement; is the yield displacement; is the ultimate displacement; is the yield force, is a combination parameter.
[0008] The application also provides a post-earthquake damage state recognition device, comprising: A first processing module is used to acquire the nonlinear effective energy dissipation factor of the bridge pier; A second processing module is used to obtain a post-earthquake damage evaluation model by replacing the maximum displacement with the residual displacement as a deformation damage term and introducing a nonlinear effective energy dissipation factor to redefine the energy damage term; A third processing module is used to fit key parameters of the post-earthquake damage evaluation model; A fourth processing module is used to verify the post-earthquake damage evaluation model after parameter fitting by using the pseudo-static test data.
[0009] Preferably, the calculation formula of the nonlinear effective energy dissipation factor is: wherein, is the effective energy dissipation factor corresponding to the i th cycle; is the displacement amplitude under the i th cycle loading; is the yield displacement of the component; is the ultimate displacement of the component.
[0010] As preferred, the post-earthquake damage assessment model is: wherein, is the residual displacement of the current loading cycle; is the ultimate residual displacement; is the yield displacement; is the ultimate displacement; is the yield force, is the combination parameter.
[0011] The application also provides a post-earthquake damage state identification system, comprising a memory and a processor, wherein the memory stores a computer program which is run by the processor, and the computer program performs the post-earthquake damage state identification method when run by the processor.
[0012] The application also provides a storage medium, wherein the storage medium stores a computer program which performs the post-earthquake damage state identification method when run.
[0013] Compared with the prior art, the application has the following beneficial effects: 1. High identification accuracy and clear physical meaning: By introducing a nonlinear effective energy dissipation factor and using residual displacement as a key indicator, the application accurately captures the whole process from micro-damage to macro-failure of a self-centering pier, overcomes the problems of evaluation distortion at the initial stage of damage and boundary non-convergence of traditional models, and makes the identification result highly consistent with the actual physical damage state of the structure.
[0014] 2. Strong parameter applicability and good reliability: By systematic parameter analysis, the influence of seven key design parameters is quantified and integrated into a combination coefficient, so that the application can adapt to self-centering precast segment piers of different design specifications, and significantly improves the universality and reliability of the identification method.
[0015] 3. Clear operation process and strong engineering application: engineering personnel or evaluation systems only need to input design parameters and seismic response data according to steps, and then the specific damage state grade (slight, moderate, severe, collapse) can be quickly and quantitatively output, which provides direct and efficient technical support for post-earthquake emergency assessment, safety decision-making and repair and reinforcement.
[0016] 4. Sufficient verification and prominent advantages: The comparison and verification of pseudo-static test data and various existing mainstream models fully show that the application has higher identification accuracy and stability in the whole damage evolution process, especially in the moderate and high damage stages which determine the repair decision, and effectively avoids conservative or dangerous decisions caused by evaluation deviation. BRIEF DESCRIPTION OF DRAWINGS
[0017] In order to more clearly illustrate the technical solutions of the present application, the following briefly introduces the drawings needed to be used in the embodiments, obviously, the drawings described in the following only some embodiments of the present application, for those skilled in the art, without paying the creative labor, can also obtain other drawings according to these drawings.
[0018] Figure 1 For effective energy dissipation factor contrast; Figure 2 For specimen BS damage model contrast chart; Figure 3 For specimen PSBC-2 damage model contrast chart; Figure 4 For specimen PSBC-3 damage model contrast chart; Figure 5 For specimen PSBC-5 damage model contrast chart; Figure 6 Specimen PSBC-7 damage model contrast chart; Figure 7 For the post-earthquake damage state recognition method flow chart of the embodiment of the present application. DETAILED DESCRIPTION
[0019] The technical solutions in the embodiments of the present application will be clearly and completely described below with the drawings in the embodiments of the present application, obviously, the described embodiments only some embodiments of the present application, not all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without paying the creative labor, belong to the scope of the present application.
[0020] In order to make the above-mentioned purposes, features and advantages of the present application more obvious and easy to understand, the following will be further described in detail with the drawings and specific embodiments.
[0021] Embodiment 1 As Figure 7 shown, the present application provides a post-earthquake damage state recognition method, which accurately describes its unique seismic behavior by integrating two key damage components: one is the improved damage item based on energy dissipation, which can accurately represent the whole process from the small amplitude dissipation caused by microcracks and interface friction before yielding to the nonlinear acceleration of energy dissipation caused by the yielding of energy dissipation steel after yielding; The second is the modified damage item based on deformation, which effectively captures the irreversible deformation and local crushing effect of concrete that cannot be recovered by self-resetting force by using residual displacement formula. This two-component model can more truly reflect the progressive damage evolution process of self-resetting precast segmental bridge pier under earthquake action. Specifically includes: Step 1, obtaining the nonlinear effective energy dissipation factor of the bridge pier; Step 2, a post-earthquake damage evaluation model is obtained by replacing the maximum displacement with the residual displacement as the deformation damage term and introducing a nonlinear effective energy dissipation factor to redefine the energy damage term; Step 3, the key parameters of the post-earthquake damage evaluation model are fitted; Step 4, the post-earthquake damage evaluation model after parameter fitting is verified by using the pseudo-static test data.
[0022] As an embodiment of the present application, in step S1, in view of the limitations of the existing effective energy dissipation factor in the application of the self-centering prefabricated segment hollow bridge pier, the present application proposes a new effective energy dissipation factor based on a segmented function to more accurately represent the energy dissipation characteristics. The factor is divided into two stages according to the displacement response: when the displacement is lower than the yield displacement, a fixed energy equivalent coefficient C (the value is about 0.1 or less) independent of the design parameters is introduced to reasonably quantify the limited contribution of the initial material degradation at this stage; when the displacement exceeds the yield displacement, in order to capture the nonlinear acceleration phenomenon of energy dissipation caused by steel yielding, friction and concrete crushing, the factor adopts a logarithmic function form, thereby more accurately simulating the evolution process of rapid increase of damage caused by unit energy dissipation with the increase of displacement.
[0023] \ MERGEFORMAT (1) In the formula, is the effective energy dissipation factor corresponding to the i th cycle; is the displacement amplitude under the i th cycle loading; is the yield displacement of the component; is the ultimate displacement of the component.
[0024] Further, the present application compares the new effective energy dissipation factor proposed with existing typical factors, as shown in the following table: Figure 1 Analysis shows that the existing factors have significant limitations when applied to SC-PSBC: the factor proposed by Fu Guo et al. appears negative values with unclear physical meaning at small displacements due to the influence of the large yield displacement of SC-PSBC; the factor proposed by Wang Dongsheng et al. shows better adaptability, but its linear growth after yield is still insufficient to reflect the nonlinear damage acceleration phenomenon observed in the test. In contrast, the segmented function factor proposed in the present application effectively overcomes the above shortcomings: a small constant value is used before the yield displacement to reasonably represent the contribution of microscopic mechanisms such as interface friction; a logarithmic growth function is used after the yield displacement to accurately capture the nonlinear acceleration process of damage caused by steel yielding and concrete crushing. Test verification shows that the factor can more truly represent the contribution of SC-PSBC hysteretic energy dissipation to damage evolution.
[0025] As an embodiment of the embodiment of the application, in step S2, although the Park-Ang model is well applied in traditional bridge piers, it has obvious limitations in the post-earthquake damage state identification of self-centering precast segmental hollow bridge piers. This is mainly due to the unique seismic mechanism of this type of bridge pier: its excellent self-centering ability enables it to remain slightly damaged after experiencing large displacement, resulting in distorted evaluation results of the traditional deformation damage term based on maximum displacement. In contrast, residual displacement is a more reasonable damage indicator that can more accurately represent its non-recoverable permanent deformation. At the same time, the energy damage term in the original model based on total cumulative hysteretic energy cannot distinguish the effectiveness of different energy dissipation mechanisms and ignores the influence of the loading path, which can easily lead to overestimation of damage evaluation results and boundary non-convergence. Therefore, the application proposes an improved post-earthquake damage evaluation model, which uses residual displacement instead of maximum displacement as the deformation damage term and introduces a nonlinear effective energy dissipation factor to redefine the energy damage term, so that the model can more accurately describe the damage evolution mechanism of self-centering bridge piers. The complete mathematical expression of the model is shown in formula 5.
[0026] (5) wherein, is the residual displacement of the current loading cycle; is the ultimate residual displacement; is the yield displacement; is the ultimate displacement; is the yield force, is the combined parameter.
[0027] As an embodiment of the present application, in step S3, in the classical Park-Ang model, the determination of the combination coefficient depends on the aspect ratio, the axial compression ratio, the longitudinal and transverse reinforcement ratio of four design parameters. However, for the self-centering precast segment hollow bridge pier, its seismic performance and damage evolution are also significantly affected by the three key parameters of the prestressed reinforcement ratio, the energy dissipation reinforcement ratio and the concrete strength. Therefore, when constructing the modified combination coefficient, the above three additional parameters are considered. It should be particularly noted that, due to the discontinuity of the longitudinal reinforcement between the segments of the SC-PSBC, and the damage is mainly concentrated in the bottom segment, so the longitudinal and transverse reinforcement ratio should be determined based on the reinforcement of the bottom segment. At the same time, the calculation of the axial compression ratio of the SC-PSBC needs to take into account the vertical load of the upper structure and the initial prestress applied by the prestressed reinforcement. In order to quantify the influence of each parameter on the combination coefficient, the present application is based on the SC-PSBC pseudo-static test model that has been carried out, i.e. the test specimen BS, a total of 70 SC-PSBC test specimens are designed, divided into seven groups A-G. Each group keeps other parameters constant, and each time only one variable is adjusted, so as to realize the accurate analysis of the influence of the parameters (see Table 1). Based on this systematic parameter analysis, the expression of the modified combination coefficient is finally obtained by fitting, that is, wherein, represents the prestressed reinforcement ratio; represents the strength of the concrete; represents the reinforcement ratio of the energy dissipation steel; represents the reinforcement ratio of the prestressed steel; represents the reinforcement ratio of the longitudinal steel of the segment; represents the reinforcement ratio of the stirrup of the segment; represents the aspect ratio of the column.
[0028] Table 1 As an embodiment of the present application, in step S4, based on the aforementioned damage state classification threshold, the present application selects 5 specimens in the quasi-static test (design parameters are shown in Table 2) to calculate the damage index threshold. The results (Table 3) show that the maximum error is 10.43% and the average error is 6.74% in the mild to moderate damage stage. This is mainly due to the difficulty in accurately quantifying the micro characteristics of early damage (such as concrete micro cracks and interface friction) through macro damage index. As the damage degree increases, the model accuracy improves significantly: the maximum error decreases to 6.58% and the average error is 5.85% in the moderate to severe damage stage; and the maximum error further decreases to 2.49% and the average error is only 1.94% in the severe to collapse stage. It is worth noting that the accurate identification of moderate to severe damage is more critical in engineering practice, which directly affects the safety evaluation and repair decision. The model shows excellent prediction accuracy in the key moderate to high damage stage, effectively capturing the damage evolution law of SC-PSBC, and providing a reliable tool for seismic performance evaluation.
[0029] Table 2 Table 3 The damage model proposed in the present application is compared with the existing mainstream models (including the classic Park-Ang model, Wang Dongsheng model, Chen Linzhi model and Zhang Yuye model) for systematic analysis. As shown in Table 4, the model proposed in the present application has the smallest error in the moderate to severe damage stage, and the average error is only 1.94%, which is 1.94% lower than the Park-Ang model, 1.94% lower than the Wang Dongsheng model, 1.94% lower than the Chen Linzhi model and 1.94% lower than the Zhang Yuye model. Figures 2-6As shown, the classic Park-Ang model significantly overestimates the damage degree of SC-PSBC due to the neglect of self-centering characteristics. The model of Chen Linzhi solves the upper limit convergence problem by adjusting the combination coefficient, but does not establish the correlation between energy dissipation and displacement amplitude, resulting in a linear growth of damage index that is inconsistent with experiments. The piecewise effective energy factor introduced in the model of Wang Dongsheng considers the displacement dependence of energy dissipation, but its linear growth assumption does not match the nonlinear dissipation behavior of SC-PSBC after yielding, and there is an unreasonable negative damage index in the early stage. The model of Zhang Yuye uses residual displacement to represent deformation damage, improving physical consistency, but shows significant precision fluctuations between different specimens, and generally has an upper limit that does not converge. In contrast, the model of the present application accurately captures the core characteristics of SC-PSBC through the synergistic effect of the residual displacement term and the nonlinear effective energy dissipation factor: negligible damage accumulation in the elastic stage; accompanied by yielding of energy-dissipating steel bars and damage of interface concrete, the damage presents nonlinear acceleration after the yield point; and finally converges smoothly to the critical state when the prestressed steel bars yield and the concrete is severely crushed. The entire damage evolution trajectory is highly consistent with experimental observations, verifying the physical reasonableness and evaluation accuracy of the model. By incorporating self-centering mechanism and nonlinear dissipation characteristics into the traditional evaluation framework, the model significantly improves the precision and applicability of SC-PSBC seismic damage evaluation, providing a reliable tool for seismic design and safety evaluation of precast segmental bridge piers.
[0030] Embodiment 2 The present application also provides a post-earthquake damage state identification device, comprising: A first processing module for obtaining the nonlinear effective energy dissipation factor of the bridge pier; A second processing module for redefining the energy damage term by using residual displacement instead of maximum displacement as the deformation damage term and introducing the nonlinear effective energy dissipation factor to obtain a post-earthquake damage evaluation model; A third processing module for fitting the key parameters of the post-earthquake damage evaluation model; A fourth processing module for verifying the post-earthquake damage evaluation model after parameter fitting using pseudo-static test data.
[0031] As an embodiment of the present application, the calculation formula of the nonlinear effective energy dissipation factor is: Wherein, is the effective energy dissipation factor corresponding to the i th cycle; is the displacement amplitude under the i th cycle loading; is the yield displacement of the component; is the ultimate displacement of the component.
[0032] As one embodiment of the present invention, the post-earthquake damage assessment model is as follows: in, This represents the residual displacement of the current loading cycle; This represents the ultimate residual displacement; This is the yield displacement; This is the ultimate displacement; For yield force, These are combined parameters.
[0033] Example 3 The present invention also provides a post-earthquake damage state identification system, comprising: a memory and a processor, wherein the memory stores a computer program executed by the processor, and the computer program executes a post-earthquake damage state identification method when executed by the processor.
[0034] Example 4 The present invention also provides a storage medium storing a computer program, which executes a post-earthquake damage state identification method when running.
[0035] The embodiments described above are merely preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Various modifications and improvements made to the technical solutions of the present invention by those skilled in the art without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.
Claims
1. A method for identifying a post-earthquake damage state, characterized by, The method comprises the following steps: Step 1, obtaining a nonlinear effective energy dissipation factor of the pier; Step 2, redefining an energy damage term by using residual displacement to replace maximum displacement as a deformation damage term and introducing the nonlinear effective energy dissipation factor to obtain a post-earthquake damage evaluation model; Step 3, fitting key parameters of the post-earthquake damage evaluation model; Step 4, verifying the post-earthquake damage evaluation model after parameter fitting by using pseudo-static test data.
2. The post-earthquake damage state identification method of claim 1, wherein, The calculation formula of the nonlinear effective energy dissipation factor is: wherein, is the effective energy dissipation factor for the i-th cycle; is the displacement amplitude under the i-th cycle loading; is the yield displacement of the member; is the ultimate displacement of the member.
3. The post-earthquake damage state identification method of claim 2, wherein, The post-earthquake damage evaluation model is: wherein, is the residual displacement for the current loading cycle; is the ultimate residual displacement; is the yield displacement; is the ultimate displacement; is the yield force, is the combined parameter.
4. A post-earthquake damage state recognition device characterized by comprising: The method comprises the following steps: A first processing module is configured to obtain a nonlinear effective energy dissipation factor of the pier; A second processing module is configured to redefine an energy damage term by using residual displacement to replace maximum displacement as a deformation damage term and introducing the nonlinear effective energy dissipation factor to obtain a post-earthquake damage evaluation model; A third processing module is configured to fit key parameters of the post-earthquake damage evaluation model; A fourth processing module is configured to verify the post-earthquake damage evaluation model after parameter fitting by using pseudo-static test data.
5. The post-seismic damage state identification apparatus of claim 4, wherein The calculation formula of the nonlinear effective energy dissipation factor is: wherein, is the effective energy dissipation factor for the i-th cycle; is the displacement amplitude under the i-th cycle loading; is the yield displacement of the member; is the ultimate displacement of the member.
6. The post-seismic damage state identification apparatus of claim 5, wherein, The post-earthquake damage evaluation model is: wherein, is the residual displacement for the current loading cycle; is the ultimate residual displacement; is the yield displacement; is the ultimate displacement; is the yield force, is the combined parameter.
7. A post-earthquake damage state identification system, comprising: The method comprises the following steps: A memory and a processor, wherein the memory has stored thereon a computer program which is run by the processor, and the computer program performs the post-earthquake damage state identification method according to any one of claims 1-3 when being run by the processor.
8. A storage medium, characterized by The storage medium has stored thereon a computer program which performs the post-earthquake damage state identification method according to any one of claims 1-3 when being run.