A method for correcting the seismic response of high-speed railway track-bridge systems considering nonlinear PSSI effects

Abstract

This invention relates to the field of high-speed railway infrastructure construction technology, specifically to a method for correcting the seismic response of a high-speed railway track-bridge system considering the nonlinear PSSI effect. The method includes: acquiring structural and site characteristic data of the target object; constructing a finite element model of the target object; preprocessing the acquired raw ground motion data to obtain seismic wave acceleration time history data; performing nonlinear time history analysis to extract the peak seismic response; quantifying the influence of pile-soil-structure interaction on the peak seismic response of the high-speed railway track-bridge system based on the peak seismic response to obtain the influence coefficient of pile-soil-structure interaction; and correcting the peak seismic response of the target object based on the influence coefficient of pile-soil-structure interaction. This invention reduces cumbersome calculation steps and lowers the complexity of the design process by quantifying the nonlinear pile-soil-structure interaction effect in the high-speed railway track-bridge system.

Description

Technical Field

[0001] This invention relates to the field of high-speed railway infrastructure construction technology, and specifically to a method for correcting the seismic response of a high-speed railway track-bridge system considering the nonlinear PSSI effect. Background Technology

[0002] As high-speed railways expand into mountainous and coastal areas with high seismic intensity, engineering geological conditions are becoming increasingly complex. High-speed railway infrastructure construction faces numerous challenges, including significant elevation differences and unstable soil and rock masses. Bridge structures, due to their significant advantages in overcoming terrain obstacles, reducing surface damage, and improving construction efficiency, have become a commonly used structural form in high-speed railway lines. However, under strong earthquakes, bridge structures are prone to substantial damage and deformation. Therefore, studying the seismic response and post-earthquake damage characteristics of high-speed railway track-bridge systems is particularly important.

[0003] Most current studies on the seismic response and post-earthquake damage characteristics of high-speed railway track-bridge systems are based on the assumption of pier base consolidation, neglecting the influence of pile-soil interaction. In reality, pile foundations undergo displacement under seismic loading; ignoring pile-soil interaction leads to potentially dangerous research conclusions. Other studies have analyzed the impact of pile-soil interaction on the seismic response of high-speed railway track-bridge systems; however, these studies only consider a small number of seismic waves, failing to fully account for the uncertainties of ground motion. Therefore, their conclusions cannot reflect the general influence of pile-soil interaction on seismic response and cannot be widely applied to practical bridge seismic design. Summary of the Invention

[0004] The purpose of this invention is to provide a method for correcting the seismic response of a high-speed railway track-bridge system that considers the nonlinear PSSI effect and can effectively quantify the nonlinear pile-soil-structure interaction effect. The specific technical solution is as follows:

[0005] This invention provides a method for correcting the seismic response of a high-speed railway track-bridge system considering the nonlinear PSSI effect, comprising the following steps:

[0006] S1. Obtain the structural and site feature data of the target object;

[0007] S2. Construct a finite element model of the target object based on structural feature data and site feature data, wherein: the finite element model includes a PSSI model that considers pile-soil-structure interaction and an original model that does not consider pile-soil-structure interaction;

[0008] S3. Obtain raw ground motion data and preprocess the obtained raw ground motion data to obtain seismic wave acceleration time history data.

[0009] S4. Based on the seismic wave acceleration time history data and the finite element model of the target object, perform nonlinear time history analysis and extract the peak seismic response;

[0010] S5. Based on the seismic peak response quantification, the influence of pile-soil-structure interaction on the seismic peak response of high-speed railway track-bridge system is obtained, and the influence coefficient of pile-soil-structure interaction is obtained.

[0011] S6. The statistical law of the influence of pile-soil-structure interaction on the seismic peak response of high-speed railway track-bridge system under random earthquakes is verified by using the law of large numbers and hypothesis testing. The seismic peak response of the target object is corrected based on the influence coefficient of pile-soil-structure interaction.

[0012] Optionally, in S1, the target object includes a track structure and a bridge structure. The track structure includes a base plate, track slab, sliding layer, CA mortar layer, rail, fastener, shear reinforcement, shear groove, and lateral stop block. The bridge structure includes a box girder, bearing, pier, abutment, and pile foundation. The structural characteristic data of the target object includes the size, material properties, and mechanical properties of different components. The site characteristic data of the target object includes site type, design characteristic period, geological structure, and mechanical properties of the corresponding geological type.

[0013] Optionally, in S2, the bottom of the pier in the original model is fixed; in the PSSI model, the pile cap and pile foundation are built from the bottom of the pier downwards, and the pile-soil interaction is equivalent to the horizontal and vertical soil springs connecting the fixed node and the pile body node, and the constitutive relationship of the equivalent soil spring is simulated by the foundation horizontal reaction force-displacement curve.

[0014] Optionally, S3 includes:

[0015] S3.1 Determine the seismic intensity, seismic strength, seismic group, and site type of the target object according to the design requirements, and construct the corresponding target response spectrum curve;

[0016] S3.2. Import the target response spectrum curve into the Pacific Earthquake Center database, and select ground motion records that match the target response spectrum curve from the Pacific Earthquake Center database to obtain n sets of ground motion record data under different site types.

[0017] S3.3 Extract the first 10 seconds of ground motion data from each group of ground motion data, and add a zero-value segment to the end of the extracted ground motion data to simulate the free vibration of the bridge after the earthquake.

[0018] S3.4. Compare the peak ground acceleration of each set of ground motion record data with the designed peak ground acceleration to obtain the adjustment coefficient for each set of ground motion record data;

[0019] S3.5 Next, scale each ground motion record data uniformly according to its own adjustment coefficient to adjust the seismic energy of the ground motion record data to match the fortification intensity of the site type where the target object is located, and obtain the preprocessed seismic wave acceleration time history data.

[0020] Optionally, in step S4, the extracted peak seismic response specifically includes: for the PSSI model, extracting the horizontal displacement at the top of the pier. 、 Horizontal offset of the foundation center Vertical displacement of the left and right side piles D 1 , D 2 For the original model, extract the displacement caused by the deformation of the bridge piers. The bending moment at the top of the pier, the deformation of the support, the deformation of the sliding layer, and the deformation of the fastener and mortar layer of the bridge pier were extracted from the PSSI model and the original model, respectively.

[0021] Optionally, S5 specifically includes:

[0022] S5.1 Horizontal displacement of the pier top in the PSSI model Decomposed into displacement caused by horizontal displacement of the pier cap Displacement caused by the rotation of the foundation D θ Displacement caused by bridge pier deformation ;

[0023] S5.2. The difference or ratio between the peak seismic response of the PSSI model and the peak seismic response of the original model is denoted as the influence coefficient of pile-soil-structure interaction, where: the elastic deformation of the pier under the two models is... The results of pier top bending moment, support deformation, sliding layer deformation, fastener and mortar layer deformation, etc., are compared to compare the horizontal displacement of the pier cap under the two models. D g Displacement caused by the rotation of the foundation D θ Calculate the difference.

[0024] Optionally, in S5.1, the specific formula for the horizontal displacement of the pier top in the decomposed PSSI model is as follows:

[0025] ;

[0026] ;

[0027] ;

[0028] in, H This refers to the height of the bridge piers;L The distance between the centers of the piles located symmetrically on both sides of the longitudinal centerline.

[0029] Optionally, S6 includes:

[0030] The correction value for the horizontal displacement of the bridge piers in the original model is calculated based on the influence coefficient; the specific formula is as follows:

[0031] ;

[0032] in, This is the correction value for the horizontal displacement of the bridge piers in the original model; D r These are the calculated values ​​of the horizontal displacement of the bridge piers in the original model; Elastic deformation of the bridge piers in the PSSI model and the original model are respectively. The upper bound of the ratio, the horizontal displacement of the foundation in the PSSI model and the original model The upper bound of the difference and the displacement caused by the pier rotation angle between the PSSI model and the original model. D θ The upper bound of the difference is estimated using a normal distribution.

[0033] The peak seismic response of the supports and track structure in the original model is corrected based on the influence coefficient. The specific formula is as follows:

[0034] ;

[0035] In the formula, These are the correction values ​​for the peak seismic response of the supports and track structure in the original model; X r These are the calculated peak seismic response values ​​for the supports and track structure of the original model. This is the upper bound of the ratio coefficient of peak seismic response between the support and the track structure. The normal distribution is also used for valuation.

[0036] Optionally, in S6, and The specific calculation formula is as follows:

[0037] ;

[0038] in: for or ; s The calculated sample standard deviation; z The quantiles represent the standard normal distribution function; α The significance level; For sample set The average value, This refers to the numbering of the seismic motion record data. .

[0039] The technical solution of this invention achieves a more scientific and efficient seismic design by quantifying the nonlinear pile-soil-structure interaction effect in the high-speed railway track-bridge system. Compared to traditional seismic design where the impact of pile-soil-structure interaction on seismic performance often requires complex models and calculations for analysis, this invention quantifies this impact in a simplified manner, thereby reducing tedious calculation steps and lowering the complexity of the design process. Furthermore, this invention can further optimize the design scheme and improve design efficiency while ensuring seismic safety.

[0040] In addition to the objectives, features, and advantages described above, the present invention has other objectives, features, and advantages. The invention will now be described in further detail with reference to the figures. Attached Figure Description

[0041] The accompanying drawings, which form part of this application, 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 of the invention. In the drawings:

[0042] Figure 1 This is a flowchart illustrating the seismic response correction method for high-speed railway track-bridge systems that considers the nonlinear PSSI effect in an embodiment of the present invention.

[0043] Figure 2 This is a decomposition diagram of the horizontal displacement of the pier top of the PSSI model in embodiment S5 of the present invention.

[0044] Figure 3 This is a schematic diagram of the structure of the target object in an embodiment of the present invention.

[0045] Explanation of reference numerals in the attached figures

[0046] 1. Rail, 2. Fastener, 3. Track slab, 4. CA mortar layer, 5. Base plate, 6. Side stop, 7. Sliding layer. Detailed Implementation

[0047] To make the objectives, features, and advantages of the present invention more apparent and understandable, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. Several embodiments of the present invention are shown in the drawings. However, the present invention can be implemented in many different forms and is not limited to the embodiments described herein.

[0048] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances. 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 with "first" or "second" may explicitly or implicitly include one or more of that feature.

[0049] In this invention, unless otherwise expressly specified and limited, "above" or "below" a second feature can include direct contact between the first and second features, or contact between the first and second features through another feature between them. Furthermore, "above," "over," and "on top" of a second feature includes the first feature being directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" of a second feature includes the first feature being directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature. The terms "vertical," "horizontal," "left," "right," "above," "below," and similar expressions are for illustrative purposes only and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed or operated in a specific orientation, and therefore should not be construed as limiting the invention.

[0050] The embodiments of the present invention will be described in detail below with reference to the accompanying drawings. However, the present invention can be implemented in many different ways as defined and covered by the claims.

[0051] In one embodiment, a method for correcting the seismic response of a high-speed railway track-bridge system considering the nonlinear PSSI (pile-soil-structure interaction) effect includes the following steps:

[0052] S1. Obtain the structural and site feature data of the target object;

[0053] In S1, the structural feature data of the target object includes the size, material properties and mechanical properties of different components; the site feature data of the target object includes site type, design feature period, geological structure and mechanical properties of the corresponding geological type.

[0054] In this embodiment, the CRTSⅡ type ballastless track-simply supported beam bridge system is selected as the target object. The track structure includes components such as base plate 5, track plate 3, sliding layer 7, CA mortar layer 4, rail 1, fastener 2, shear reinforcement, shear tooth groove and lateral stop block 6. The bridge structure includes box girder, bearing, pier, abutment and pile foundation.

[0055] Then, the dimensions, material properties, and mechanical properties of each structure and component are determined, and key structural information such as pier height and number of spans of the target object is obtained;

[0056] Then obtain the site type, design characteristic period, geological structure, and mechanical properties of the corresponding geological type of the target object.

[0057] S2. Construct a finite element model of the target object based on structural feature data and site feature data, wherein: the finite element model includes a PSSI model that considers pile-soil-structure interaction and an original model that does not consider pile-soil-structure interaction;

[0058] In this embodiment, constructing the finite element model of the target object specifically includes:

[0059] Using the data obtained in step S1, define the relevant parameters of the model, including geometric properties, element type, real constants, and material properties. At the same time, create the cross-sectional shape, establish the key elements of each component, divide the nodes, and set the connection and boundary conditions.

[0060] Finite element software was used to establish a finite element model that satisfies the structural and site characteristics of the target object and can accurately simulate the structural response of the target object under seismic motion.

[0061] In S2, the pier tops in the original model are fixed; in the PSSI model, a pile cap and pile foundation are built from the pier top downwards, and the pile-soil interaction is equivalent to horizontal and vertical soil springs connecting the fixed nodes and the pile body nodes, and the foundation horizontal reaction force-displacement curve is used. The constitutive relationship of the equivalent soil spring was simulated using the curve (calculated based on the "Code for Design of Pile Foundations of Port Engineering" JTS 167-4-2012).

[0062] S3. Obtain raw ground motion data and preprocess the obtained raw ground motion data to obtain seismic wave acceleration time history data.

[0063] S3 includes:

[0064] S3.1 Determine the seismic intensity, seismic strength, seismic group, and site type of the target object according to the design requirements, and construct the corresponding target response spectrum curve;

[0065] S3.2. Import the target response spectrum curve into the Pacific Earthquake Center database, and select ground motion records that match the target response spectrum curve from the Pacific Earthquake Center database to obtain ground motion records for different site types. n Group of ground motion record data;

[0066] S3.3 Extract the first 10 seconds of ground motion data from each group of ground motion data, and add a zero-value segment to the end of the extracted ground motion data to simulate the free vibration of the bridge after the earthquake.

[0067] S3.4. Compare the peak ground acceleration of each set of ground motion record data with the designed peak ground acceleration to obtain the adjustment coefficient for each set of ground motion record data;

[0068] S3.5 Next, scale each ground motion record data uniformly according to its own adjustment coefficient to adjust the seismic energy of the ground motion record data to match the fortification intensity of the site type where the target object is located, and obtain the preprocessed seismic wave acceleration time history data.

[0069] S4. Based on the seismic wave acceleration time history data and the finite element model of the target object, perform nonlinear time history analysis and extract the peak seismic response;

[0070] In S4, the extracted peak seismic response specifically includes: for the PSSI model, extracting the horizontal displacement at the top of the pier. 、 Horizontal offset of the foundation center Vertical displacement of the left and right side piles D 1 , D 2 For the original model, extract the displacement caused by the deformation of the bridge piers. The bending moment at the top of the pier, the deformation of the support, the deformation of the sliding layer, and the deformation of the fastener and mortar layer of the bridge pier were extracted from the PSSI model and the original model, respectively.

[0071] S5. Based on the seismic peak response quantification, the influence of pile-soil-structure interaction on the seismic peak response of high-speed railway track-bridge system is obtained, and the influence coefficient of pile-soil-structure interaction is obtained.

[0072] S5 specifically includes:

[0073] S5.1 Horizontal displacement of the pier top in the PSSI model Decomposed into displacement caused by horizontal displacement of the pier cap Displacement caused by the rotation of the foundation D θ Displacement caused by bridge pier deformation ;

[0074] In S5.1, the specific formula for the horizontal displacement of the pier top of the decomposed PSSI model is as follows:

[0075] ;

[0076] ;

[0077] ;

[0078] in, H This refers to the height of the bridge piers; L The center-to-center distance between piles located symmetrically on both sides of the longitudinal centerline; D 1. D 2 represents the vertical displacement of the left and right piles, respectively; This represents the horizontal offset of the foundation center.

[0079] In this embodiment, the horizontal displacement of the pier top of the PSSI model is increased by the additional horizontal displacement of the pier cap and the angular displacement of the pier cap compared with the original model, and the elastic deformation of the pier in the PSSI model is significantly different from that in the original model.

[0080] S5.2. The difference or ratio between the peak seismic response of the PSSI model and the peak seismic response of the original model is denoted as the influence coefficient of pile-soil-structure interaction, where: the elastic deformation of the pier under the two models is... The results of pier top bending moment, support deformation, sliding layer deformation, fastener and mortar layer deformation, etc., are compared to compare the horizontal displacement of the pier cap under the two models. Displacement caused by the rotation of the foundation D θ Calculate the difference.

[0081] S6. Using the law of large numbers and hypothesis testing, verify the statistical regularity of the influence of pile-soil-structure interaction on the seismic peak response of the high-speed railway track-bridge system under random earthquakes, and correct the seismic peak response of the target object based on the influence coefficient of pile-soil-structure interaction. This step verifies whether it conforms to the law of large numbers and hypothesis testing by calculating relevant statistics; because the data obtained under each site and structure are different, a statistical regularity verification must be performed for different site and structural characteristics.

[0082] S6 includes:

[0083] The correction value for the horizontal displacement of the bridge piers in the original model is calculated based on the influence coefficient; the specific formula is as follows:

[0084] ;

[0085] in, This is the correction value for the horizontal displacement of the bridge piers in the original model;D r These are the calculated values ​​of the horizontal displacement of the bridge piers in the original model; Elastic deformation of the bridge piers in the PSSI model and the original model are respectively. The upper bound of the ratio, the horizontal displacement of the foundation in the PSSI model and the original model The upper bound of the difference and the displacement caused by the pier rotation angle between the PSSI model and the original model. D θ The upper bound of the difference is estimated using a normal distribution with a confidence value of 0.05.

[0086] The peak seismic response of the supports and track structure in the original model is corrected based on the influence coefficient. The specific formula is as follows:

[0087] ;

[0088] In the formula, These are the correction values ​​for the peak seismic response of the supports and track structure in the original model; X r These are the calculated peak seismic response values ​​for the supports and track structure of the original model. This is the upper bound of the ratio coefficient of peak seismic response between the support and the track structure. The estimation was also performed using a normal distribution with a confidence level of 0.05.

[0089] In S6, and The specific calculation formula is as follows:

[0090] ;

[0091] in: for or ; s The calculated sample standard deviation; z The quantiles represent the standard normal distribution function; α The significance level; For sample set The average value, This refers to the numbering of the seismic motion record data. .

[0092] In this embodiment, and The construction steps are as follows:

[0093] Will The ratio or difference between the structural response of the PSSI model and the original model under the secondary earthquake is denoted as the influence coefficient. According to Chebyshev's law of large numbers:

[0094] ;

[0095] ;

[0096] In the formula, Represents probability. μ , σ 2 Let these represent the population mean and variance, respectively. and s 2 Representing sample sets respectively The mean and variance. When and s 2 If the sample volume increases and reaches a stable or slightly fluctuating state, the sample stability is considered to meet the requirements. The influence coefficient of the sample is defined. skewness S and kurtosis K as follows:

[0097] ;

[0098] ;

[0099] Define statistical characteristic quantities J 1. As follows:

[0100] ;

[0101] In the formula, χ 2 Represents the chi-square distribution, statistical characteristic. J 1 < 0 means that the sample satisfies the normal distribution assumption, that is:

[0102] ;

[0103] Let the significance level be α Then random sample The upper realm satisfy:

[0104] ;

[0105] In the formula, z This represents the quantile of the standard normal distribution function.

[0106] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for modifying the seismic response of a high-speed railway track-bridge system taking into account the nonlinear PSSI effect, characterized in that, The method comprises the following steps: S1, obtaining structure characteristic data and site characteristic data of a target object; S2, constructing a finite element model of the target object based on the structure characteristic data and the site characteristic data, wherein the finite element model comprises a PSSI model considering pile-soil-structure interaction and a primitive model not considering pile-soil-structure interaction; In the S2, the pier bottom in the primitive model is treated as fixed connection; in the PSSI model, a pile cap and a pile foundation are established downward from the pier bottom, and the pile-soil interaction is equivalent to horizontal and vertical soil springs connecting the fixed node and the pile body node, and the constitutive relationship of the equivalent soil spring is simulated by using the foundation horizontal counterforce-displacement curve; S3, obtaining original seismic motion data, and preprocessing the obtained original seismic motion data to obtain seismic wave acceleration time history data; S4, performing nonlinear time history analysis based on the seismic wave acceleration time history data and the finite element model of the target object, and extracting to obtain a seismic peak value response; S5, quantifying the influence of pile-soil-structure interaction on the seismic peak value response of the high-speed railway track-bridge system based on the seismic peak value response, and obtaining an influence coefficient of the pile-soil-structure interaction; The S5 specifically comprises: S5.1, the pier top horizontal displacement of the PSSI model of the pier decomposed into displacement caused by cap horizontal offset , displacement caused by cap rotation D θ and displacement caused by pier deformation ; S5.2, the seismic peak response of PSSI model is subtracted or divided by the seismic peak response of the original model, recorded as the influence coefficient of pile-soil-structure interaction, wherein: the elastic deformation of the bridge pier under the two types of models , the bending moment at the top of the pier, the deformation of the support, the deformation of the sliding layer, the deformation of the fastener and the mortar layer are taken as the ratio value, the horizontal displacement of the pile cap under the two types of models , the displacement caused by the rotation angle of the pile cap D θ is taken as the difference value; S6, verifying the statistical law of the influence of pile-soil-structure interaction on the seismic peak value response of the high-speed railway track-bridge system under random earthquakes by using the law of large numbers and hypothesis testing, and correcting the seismic peak value response of the target object based on the influence coefficient of the pile-soil-structure interaction.

2. The method for modifying the seismic response of a high-speed railway track-bridge system taking into account the nonlinear PSSI effects according to claim 1, characterized in that, In the S1, the target object comprises a track structure and a bridge structure, the track structure comprises a base plate (5), a track plate (3), a sliding layer (7), a CA mortar layer (4), a steel rail (1), a fastener (2), a shear reinforcement, a shear tooth groove and a lateral stopper (6), and the bridge structure comprises a box girder, a support, a pier, a pile cap and a pile foundation; the structure characteristic data of the target object comprises the size, material performance and mechanical performance of different components; and the site characteristic data of the target object comprises the site type, design characteristic period, geological structure and mechanical properties of the corresponding geological type.

3. The method for modifying the seismic response of a high-speed railway track-bridge system taking into account the nonlinear PSSI effects according to claim 2, characterized in that, The S3 comprises: S3.1, determining the fortification intensity, seismic intensity, seismic grouping and site type of the target object according to the design requirements, and constructing a corresponding target response spectrum curve; S3.2, importing the target response spectrum curve into the Pacific Earthquake Center database, and selecting seismic motion records matching the target response spectrum curve in the Pacific Earthquake Center database to obtain n groups of seismic motion record data under different site types; S3.3, respectively cutting 10s of seismic motion record data from each group of seismic motion record data, and adding a zero value segment to the tail of the cut seismic motion record data to simulate post-earthquake bridge free vibration; S3.4, comparing the peak acceleration of each group of seismic motion record data with the designed seismic acceleration peak value to obtain an adjustment coefficient of each seismic motion record data; S3.5, uniformly scaling each seismic motion record data according to the respective adjustment coefficient to adjust the seismic energy of the seismic motion record data to be consistent with the fortification intensity of the site type where the target object is located, and obtaining the preprocessed seismic wave acceleration time history data.

4. The method for modifying the seismic response of a high-speed railway track-bridge system taking into account the nonlinear PSSI effects according to claim 3, characterized in that, In the S4, the extracted seismic peak response specifically includes: for the PSSI model, extracting the horizontal displacement of the pier top of the pier 、 The central horizontal offset of the pile cap And the vertical displacement of the left and right piles D 1 、 D 2 For the original model, the displacement caused by the deformation of the pier ; respectively extracting the pier top bending moment, bearing deformation, sliding layer deformation, fastener and mortar layer deformation of the PSSI model and the original model.

5. The method for modifying the seismic response of a high-speed railway track-bridge system considering nonlinear PSSI effects according to claim 4, characterized in that, In the S5.1, the specific formula of decomposing the pier top horizontal displacement of the PSSI model is as follows: ； ； ； wherein H is the height of the pier; L is the center distance of the piles on both sides of the longitudinal center line.

6. The method for modifying the seismic response of a high-speed railway track-bridge system considering nonlinear PSSI effects according to claim 5, characterized in that, The S6 comprises: The original model's pier horizontal displacement correction value is calculated based on the influence coefficient; the specific formula is as follows: ； in, This is the correction value for the horizontal displacement of the bridge piers in the original model; D r These are the calculated values ​​of the horizontal displacement of the bridge piers in the original model; Elastic deformation of the bridge piers in the PSSI model and the original model are respectively. The upper bound of the ratio, the horizontal displacement of the foundation in the PSSI model and the original model The upper bound of the difference and the displacement caused by the pier rotation angle between the PSSI model and the original model. D θ The upper bound of the difference is estimated using a normal distribution. The original model's support and track structure seismic peak value response is corrected based on the influence coefficient; the specific formula is as follows: The original model's support and track structure seismic peak value response is corrected based on the influence coefficient; the specific formula is as follows: ； wherein is the peak seismic response correction value of the support and track structure for the original model; X r is the peak seismic response calculation value of the support and track structure for the original model, is the upper bound of the peak seismic response ratio coefficient of the support and track structure, is also estimated by the normal distribution.

7. The method for modifying the seismic response of a high-speed railway track-bridge system taking into account the nonlinear PSSI effects according to claim 6, characterized in that, The specific calculation formula of S6 in the formula is as follows: And The specific calculation formula of S6 in the formula is as follows: ； wherein: is or ; s is the computed sample standard deviation; z is the quantile of the standard normal distribution function; α is the significance level; is the mean value of the sample set , and is the number of the ground motion record data, .

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