An input seismic motion processing method and device for seismic response analysis of underground structure

Abstract

This application discloses an input ground motion processing method and apparatus for seismic response analysis of underground structures, relating to the field of civil engineering technology. The method includes acquiring original ground motion records for time history analysis of underground structures and determining the peak ground acceleration (PGA) of the input ground motion; determining a front-end cutoff threshold based on the PGA, and then determining the front-end cutoff point; calculating the soil-to-structure flexibility ratio of the underground structure, determining the elastic modulus of the equivalent soil mass based on the soil-to-structure flexibility ratio, and establishing equivalent soil column models and performing time history analysis based on the original soil parameters to determine the back-end cutoff point; and obtaining the strong earthquake period data that dominates the underground structure response based on the front-end and back-end cutoff points. This application can accurately identify the front-end and back-end cutoff points in the input ground motion, thereby extracting the strong earthquake period that dominates the underground structure response, thus improving the analysis efficiency of seismic response analysis of underground structures.

Description

Technical Field

[0001] This application relates to the field of civil engineering technology, and in particular to an input ground motion processing method and apparatus for seismic response analysis of underground structures. Background Technology

[0002] Underground structures play a crucial role in urban infrastructure, and their seismic performance directly affects the safe operation and emergency assessment of urban lifeline projects after earthquakes. Time history analysis of underground structures is an important method for assessing their seismic performance and analyzing seismic damage risks. Model construction in the seismic response analysis of underground structures typically requires simultaneously establishing the surrounding rock or soil region, the underground structure itself, artificial boundaries, and soil-structure contact relationships. This results in large-scale models and lengthy computation times. Especially under long-duration or massive seismic input conditions, the dynamic time history analysis of underground structures faces high computational costs. The initial microseismic events and the tail attenuation phase of a seismic motion contribute relatively little to the peak structural response. If the strong earthquake periods that dominate the underground structure response can be accurately identified and extracted as input, the analysis efficiency can be improved while ensuring the accuracy of the critical structural response analysis. Therefore, research on seismic truncation methods suitable for the dynamic time history analysis of underground structures is of great significance for improving the efficiency of seismic analysis of underground structures. Summary of the Invention

[0003] The purpose of this application is to provide an input ground motion processing method and apparatus for seismic response analysis of underground structures, which can accurately identify the front-end cutoff point and the rear-end cutoff point in the input ground motion, thereby extracting the strong earthquake period that dominates the response of underground structures, and thus improving the analysis efficiency of seismic response analysis of underground structures.

[0004] To achieve the above objectives, this application provides the following solution: In a first aspect, this application provides an input ground motion processing method for seismic response analysis of underground structures, including: Obtain the original ground motion records for time history analysis of underground structures, and determine the peak ground acceleration of the input ground motion based on the original ground motion records; The front-end cutoff threshold of the input ground motion is determined based on the peak ground acceleration, and the front-end cutoff point of the input ground motion is determined based on the front-end cutoff threshold. Calculate the soil-to-structure flexibility ratio of the underground structure, and determine the elastic modulus of the equivalent soil mass based on the soil-to-structure flexibility ratio; Based on the original soil parameters and the elastic modulus of the equivalent soil, equivalent soil column models are established respectively, and time history analysis is performed on the two equivalent soil column models to determine the back-end cutoff point of the input ground motion. The original ground motion record is truncated based on the front and rear cutoff points of the input ground motion to obtain the strong earthquake period data that dominates the response of underground structures.

[0005] Secondly, this application provides a computer device, including: a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the above-described input ground motion processing method for seismic response analysis of underground structures.

[0006] Thirdly, this application provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the above-described input ground motion processing method for seismic response analysis of underground structures.

[0007] Fourthly, this application provides a computer program product, including a computer program that, when executed by a processor, implements the above-described input ground motion processing method for seismic response analysis of underground structures.

[0008] According to the specific embodiments provided in this application, this application has the following technical effects: This application provides an input ground motion processing method and apparatus for seismic response analysis of underground structures. The method includes: acquiring original ground motion records for time history analysis of underground structures; determining the peak ground acceleration of the input ground motion based on the original ground motion records; determining the front-end cutoff threshold of the input ground motion based on this, and then determining the front-end cutoff point of the input ground motion; calculating the soil-to-structure flexibility ratio of the underground structure; determining the elastic modulus of the equivalent soil mass based on the soil-to-structure flexibility ratio; establishing equivalent soil column models based on the original soil parameters; performing time history analysis on the two equivalent soil column models respectively to determine the back-end cutoff point of the input ground motion; and truncating the original ground motion records based on the front-end and back-end cutoff points of the input ground motion to obtain the strong earthquake period data that dominates the response of the underground structure. In this application, on the one hand, the front-end cutoff threshold of the input seismic motion is determined based on the peak ground acceleration (PGA) of the input seismic motion, and then the front-end cutoff point is determined based on the front-end cutoff threshold, which can accurately identify the front-end cutoff point of the input seismic motion. On the other hand, the elastic modulus of the equivalent soil is determined based on the soil-to-structure flexibility ratio, and then, combined with the original elastic modulus, equivalent soil column models are established. Time history analysis is performed on the two equivalent soil column models to determine the back-end cutoff point of the input seismic motion. Through the equivalent soil column models, the back-end cutoff point of the strong earthquake segment of the dominant underground structure's peak response can be estimated quickly and accurately. This application extracts the effective strong earthquake period in the input seismic motion based on the front-end and back-end cutoff points of the dominant underground structure's peak response, improving the efficiency of dynamic time history analysis while ensuring the accuracy of the key seismic response analysis of the underground structure. Attached Figure Description

[0009] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0010] Figure 1 This is an application environment diagram of an input ground motion processing method for seismic response analysis of underground structures according to an embodiment of this application; Figure 2 A schematic flowchart illustrating an input ground motion processing method for seismic response analysis of underground structures, provided as an embodiment of this application; Figure 3 A schematic diagram illustrating the theoretical concept and simplified process of constructing an equivalent soil column set replacement model according to an embodiment of this application; Figure 4 A schematic diagram comparing the acceleration time history before and after seismic motion treatment, provided as an embodiment of this application; Figure 5 This is a schematic diagram of conformal mapping provided in an embodiment of this application; Figure 6 This is a schematic diagram illustrating the establishment of the coordinate axes and point selection for a tunnel cross-section according to an embodiment of this application. Figure 7 This is a schematic diagram of a finite element model of a mountain tunnel provided in an embodiment of this application; Figure 8 This is a schematic diagram of the structure of a computer device provided in an embodiment of this application. Detailed Implementation

[0011] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0012] To make the above-mentioned objectives, features and advantages of this application more apparent and understandable, the application will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0013] This application provides an input ground motion processing method for seismic response analysis of underground structures, which can be applied to, for example... Figure 1In the application environment shown, terminal 102 communicates with server 104 via a network. A data storage system can store the data that server 104 needs to process. The data storage system can be set up independently, integrated into server 104, or placed in the cloud or on another server. Terminal 102 can send the original ground motion records used for time history analysis of underground structures to server 104. After receiving the original ground motion records, server 104 determines the peak ground acceleration (PGA) of the input ground motion based on the original ground motion records; determines the front-end cutoff threshold of the input ground motion based on the PGA, and determines the front-end cutoff point of the input ground motion based on the front-end cutoff threshold; calculates the soil-to-structure flexibility ratio of the underground structure, and determines the elastic modulus of the equivalent soil mass based on the soil-to-structure flexibility ratio; establishes equivalent soil column models based on the original soil parameters and the elastic modulus of the equivalent soil mass, and performs time history analysis on the two equivalent soil column models respectively to determine the back-end cutoff point of the input ground motion; and truncates the original ground motion records based on the front-end and back-end cutoff points of the input ground motion to obtain the strong earthquake period data that dominates the response of the underground structure. Server 104 can feed back the obtained strong earthquake period data that dominates the response of the underground structure to terminal 102. In addition, in some embodiments, the input ground motion processing method for seismic response analysis of underground structures can also be implemented separately by the server 104 or the terminal 102. For example, the terminal 102 can directly perform input ground motion processing for seismic response analysis of underground structures on the original ground motion records used for time history analysis of underground structures, or the server 104 can obtain the original ground motion records used for time history analysis of underground structures from the data storage system and perform input ground motion processing for seismic response analysis of underground structures.

[0014] Among them, terminal 102 can be, but is not limited to, various desktop computers, laptops, and server 104 can be implemented by independent servers or server clusters composed of multiple servers, or it can be a cloud server.

[0015] In one exemplary embodiment, such as Figure 2 As shown, an input ground motion processing method for seismic response analysis of underground structures is provided. This method is executed by computer equipment, specifically by a terminal or server alone, or by both a terminal and a server. In this embodiment, the method is applied to... Figure 1 Taking server 104 as an example, the explanation includes the following steps 201 to 205. Wherein: Step 201: Obtain the original ground motion record for time history analysis of underground structures, and determine the peak ground acceleration of the input ground motion based on the original ground motion record.

[0016] The original ground motion records used for time history analysis of underground structures are selected, and the acceleration time history of the input ground motion is determined based on these records. The peak ground acceleration is then determined based on the acceleration time history. PGA .

[0017] Step 202: Determine the front-end cutoff threshold of the input ground motion based on the peak ground acceleration, and determine the front-end cutoff point of the input ground motion based on the front-end cutoff threshold.

[0018] Step 203: Calculate the soil-to-structure flexibility ratio of the underground structure, and determine the elastic modulus of the equivalent soil mass based on the soil-to-structure flexibility ratio.

[0019] Step 204: Based on the original soil parameters and the elastic modulus of the equivalent soil mass, establish equivalent soil column models (the width of the soil column is the same as the width of the underground structure, the height of the soil column is the same as the height of the underground structure, and the elastic modulus of the two equivalent soil column models are the elastic modulus of the original soil mass and the elastic modulus of the equivalent soil mass, respectively). Perform time history analysis on the two equivalent soil column models to determine the cutoff point of the input seismic motion. The two equivalent soil column models are... Figure 3 The equivalent soil column set in the model. The height, boundary conditions, input ground motion, and soil parameters except for the elastic modulus are kept consistent between the two equivalent soil column models.

[0020] Step 205: Truncate the original ground motion record based on the front and rear cutoff points of the input ground motion to obtain the strong earthquake period data that dominates the underground structure response. Two ground motions are used as examples; the ground motion truncation process is performed according to the above steps, and the truncation results are as follows. Figure 4 As shown.

[0021] Existing seismic ground motion truncation methods often rely on strong earthquake durations, such as significant durations, which only reflect seismic ground motion characteristics, to truncate the input seismic ground motion. This simplification ignores the influence of the structure's own characteristics, potentially leading to distortion of key information in the structure's seismic response. Truncation methods that simultaneously consider both seismic ground motion characteristics and structural features are mostly designed for above-ground structures. However, the response of above-ground structures is typically dominated by their own inertial effects, making these methods difficult to directly apply to underground structures. Unlike above-ground structures, underground structures are supported and constrained by surrounding rock or soil, and their seismic response is significantly affected by soil deformation and soil-structure interaction. Therefore, this application calculates the soil-to-structure flexibility ratio of the underground structure to further determine the elastic modulus of the equivalent soil mass. Combined with the original elastic modulus, equivalent soil column models are established, and time history analyses are performed on both models to determine the cutoff point of the input seismic ground motion. This application rapidly estimates the cutoff point of the input seismic ground motion using alternative models (two equivalent soil column models) that reflect the combined influence of soil and structure. In this application, for underground structures, both seismic motion characteristics and underground structural features are considered, as well as the influence of the underground structure's own characteristics, to avoid distortion of key information on structural seismic response.

[0022] In another exemplary embodiment of this application, in step 202, the formula for calculating the front-end cutoff threshold of the input seismic motion is: in, A Set the front-end truncation threshold; PGA This represents the peak ground acceleration of the input ground motion.

[0023] In another exemplary embodiment of this application, step 202, determining the front-end cutoff point of the input ground motion based on the front-end cutoff threshold, specifically includes: Using the start time of the ground motion acceleration time history as the search starting point, the moment when the absolute value of acceleration in the ground motion acceleration time history first exceeds the front-end cutoff threshold is taken as the front-end cutoff point of the input ground motion.

[0024] In another exemplary embodiment of this application, step 203, calculating the soil-to-structure flexibility ratio of the underground structure, specifically includes: (1) Calculate the equivalent radius of the underground structure based on conformal transformation theory and composite method.

[0025] Establish a rectangular coordinate system on the plane containing the cross-section of the underground structure, denoted as the Z-plane, such as... Figure 5 As shown in part (a). For a cross-section of an underground structure symmetric about the z-axis, m boundary points are selected on one side of its contour line, where m > n. Based on conformal transformation theory, the outer domain of the underground structure on the Z-plane is mapped to... The outer region of the unit circle in a plane, such as Figure 5As shown in part (b), the mapping function is established using a finite term Laurent series as follows: In the formula, The scaling factor represents the mapping function; Let k be the mapping coefficients (real constants), k = 1, 2, ..., n. As an example, n ≥ 4. This indicates the position of the underground structure in the complex plane coordinate system. Shape factor representing the cross-sectional profile of an underground structure; This indicates that a point on the Z-plane is mapped to... Polar coordinates on a plane n This represents the truncation order of the Laurent series.

[0026] Substituting the selected boundary points of the underground structure outline and their corresponding unit circle boundary points into the mapping function, and using the deviation between the mapped points and the actual boundary points of the underground structure as the objective function, the composite method is used to optimize the objective function, obtaining the equivalent radius and mapping coefficients, thereby determining the mapping function of the underground structure's cross-section. Scale coefficients. R m It can be considered as the equivalent radius of underground structures (such as tunnel openings).

[0027] Taking a mountain tunnel as an example, 18 boundary points can be selected on the outer contour of the tunnel lining (as shown in Table 1 and...). Figure 6 As shown), and taking n=5, the mapping function is calculated as follows: Equivalent radius obtained from mapping function R m =4.

[0028] Table 1. Coordinate values ​​of points taken at the outer edge of the tunnel lining

[0029] In Table 1, i Represents the coordinate point number.

[0030] (2) Calculate the soil-to-structure flexibility ratio of the underground structure based on the equivalent radius; the soil-to-structure flexibility ratio is used to characterize the relative stiffness difference between the underground structure and the surrounding soil.

[0031] In another exemplary embodiment of this application, in step 203, the formula for calculating the soil-to-structure flexibility ratio is: in, F Indicates the ratio of soil to structural flexibility; This indicates the soil stiffness within a predetermined range surrounding the underground structure. Indicates the stiffness of the underground structure; This indicates the elastic modulus of the soil within a predetermined area surrounding the underground structure. Indicates the elastic modulus of the underground structure; This indicates the Poisson's ratio of the soil within a predetermined area surrounding the underground structure. Indicates the Poisson's ratio of underground structures; Indicates the moment of inertia of the underground structure section; This represents the equivalent radius of the underground structure.

[0032] Based on the above example of a mountain tunnel, the equivalent radius R m =4, further calculate the soil-to-structure flexibility ratio. F =45:1.

[0033] In another exemplary embodiment of this application, step 203, determining the elastic modulus of the equivalent soil mass based on the soil-to-structure flexibility ratio, specifically includes: (1) Determine the equivalent soil stiffness adjustment coefficient based on the soil-to-structure flexibility ratio. .

[0034] (2) Determine the elastic modulus of the equivalent soil based on the equivalent soil stiffness adjustment coefficient.

[0035] Among them, the elastic modulus of the equivalent soil E geq The expression is: in, E g This is the original elastic modulus; E geq It is the equivalent elastic modulus.

[0036] In another exemplary embodiment of this application, step 204 involves performing time history analysis on the two equivalent soil column models to determine the cutoff point of the input ground motion, specifically including: (1) Perform time history analysis on the two equivalent soil column models respectively to obtain the time when the relative displacement response peak occurs at the two points corresponding to the top and bottom surfaces of the underground structure in the equivalent soil column model.

[0037] (2) Select the maximum value of the relative displacement response peak at the two points corresponding to the top and bottom surfaces of the underground structure in the two equivalent soil column models as the back end cutoff point of the input ground motion.

[0038] In another exemplary embodiment of this application, in step 205, the cross-sectional shape, geometric dimensions, burial depth, and material parameters of the underground structure are determined (taking a mountain tunnel as an example). Physical and mechanical parameters of the surrounding soil, such as density, elastic modulus, Poisson's ratio, and shear wave velocity, are obtained, and a soil-structure finite element model (mountain tunnel finite element model) is established. Figure 7 As shown, the structure includes the initial support, secondary lining, and surrounding soil. The soil and tunnel material parameters used in establishing the soil-structure finite element model are shown in Table 2, and the concrete CDP model information is shown in Table 3. The original ground motion records were truncated based on the front and rear cutoff points of the input ground motion to obtain the strong earthquake period data that dominates the underground structure response. This strong earthquake period data that dominates the underground structure response was then input into the soil-structure finite element model to calculate the seismic response of the underground structure.

[0039] Table 2 Soil and Tunnel Material Parameters

[0040] Table 3 Concrete CDP Model

[0041] In this application, the back-end cutoff point is determined by using an equivalent soil column set replacement model (i.e., two equivalent soil column models). This allows for the rapid estimation of the back-end cutoff point of the seismic motion that dominates the peak response of the underground structure. Based on this, the effective strong earthquake period in the input seismic motion is extracted in conjunction with the front-end cutoff point. This improves the efficiency of dynamic time history analysis while ensuring the accuracy of the key seismic response analysis of the underground structure.

[0042] This application also provides an application scenario in which the above-described input ground motion processing method for seismic response analysis of underground structures is applied. Specifically, the input ground motion processing method for seismic response analysis of underground structures provided in this embodiment can be applied to a seismic response analysis scenario in a certain region. This scenario includes a data acquisition stage, a data processing stage, and a seismic response analysis stage. The data acquisition stage is used to acquire original ground motion records of the target area. The data processing stage is used to perform input ground motion processing for seismic response analysis of underground structures based on the acquired original ground motion records to obtain strong earthquake period data that dominates the response of the underground structure. The seismic response analysis stage is used to input the strong earthquake period data that dominates the response of the underground structure into the finite element model of the underground structure in a certain region to obtain the seismic response analysis results. The input ground motion processing method for seismic response analysis of underground structures provided in this embodiment belongs to the data processing stage.

[0043] In one exemplary embodiment, a computer device is provided, which may be a server or a terminal, and its internal structure diagram may be as follows. Figure 8As shown, the computer device includes a processor, memory, input / output (I / O) interfaces, and a communication interface. The processor, memory, and I / O interfaces are connected via a system bus, and the communication interface is also connected to the system bus via the I / O interfaces. The processor provides computational and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system, computer programs, and a database. The internal memory provides the environment for the operation of the operating system and computer programs stored in the non-volatile storage media. The database stores input ground motion processing data for seismic response analysis of underground structures. The I / O interfaces are used for information exchange between the processor and external devices. The communication interface is used for communication with external terminals via a network connection. When the computer program is executed by the processor, it implements an input ground motion processing method for seismic response analysis of underground structures.

[0044] Figure 8 The structures shown are merely block diagrams of some structures related to the present application and do not constitute a limitation on the computer device to which the present application is applied. Specific computer devices may include more or fewer components than shown in the figures, or combine certain components, or have different component arrangements. In an exemplary embodiment, a computer device is provided, including a memory and a processor. The memory stores a computer program, and the processor executes the computer program to implement the steps in the above-described method embodiments.

[0045] In one exemplary embodiment, a computer-readable storage medium is provided storing a computer program that, when executed by a processor, implements the steps in the above-described method embodiments.

[0046] In one exemplary embodiment, a computer program product is provided, including a computer program that, when executed by a processor, implements the steps in the above-described method embodiments.

[0047] It should be noted that the user information (including but not limited to user device information, user personal information, etc.) and data (including but not limited to data used for analysis, data stored, data displayed, etc.) involved in this application are all information and data authorized by the user or fully authorized by all parties, and the collection, use and processing of related data must comply with relevant regulations and be authorized by the owner of the corresponding device.

[0048] Those skilled in the art will understand that all or part of the processes in the above embodiments can be implemented by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer-readable storage medium. When executed, the computer program can include the processes of the embodiments described above. Any references to memory, databases, or other media used in the embodiments provided in this application can include at least one of non-volatile and volatile memory. Non-volatile memory can include read-only memory (ROM), magnetic tape, floppy disk, flash memory, optical memory, high-density embedded non-volatile memory, resistive random access memory (ReRAM), magnetic random access memory (MRAM), ferroelectric random access memory (FRAM), phase change memory (PCM), graphene memory, etc. Volatile memory can include random access memory (RAM) or external cache memory, etc. By way of illustration and not limitation, RAM can take many forms, such as Static Random Access Memory (SRAM) or Dynamic Random Access Memory (DRAM).

[0049] The databases involved in the embodiments provided in this application may include at least one type of relational database and non-relational database. Non-relational databases may include, but are not limited to, blockchain-based distributed databases. The processors involved in the embodiments provided in this application may be general-purpose processors, central processing units, graphics processing units, digital signal processors, programmable logic devices, quantum computing-based data processing logic devices, etc., and are not limited to these.

[0050] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0051] This document uses specific examples to illustrate the principles and implementation methods of this application. The descriptions of the above embodiments are only for the purpose of helping to understand the methods and core ideas of this application. Furthermore, those skilled in the art will recognize that, based on the ideas of this application, there will be changes in the specific implementation methods and application scope. Therefore, the content of this specification should not be construed as a limitation of this application.

Claims

1. A method for processing input ground motions for seismic response analysis of underground structures, characterized in that, include: Obtain the original ground motion records for time history analysis of underground structures, and determine the peak ground acceleration of the input ground motion based on the original ground motion records; The front-end cutoff threshold of the input ground motion is determined based on the peak ground acceleration, and the front-end cutoff point of the input ground motion is determined based on the front-end cutoff threshold. Calculate the soil-to-structure flexibility ratio of the underground structure, and determine the elastic modulus of the equivalent soil mass based on the soil-to-structure flexibility ratio; Based on the elastic modulus of the equivalent soil and the original soil parameters, equivalent soil column models were established respectively, and time history analysis was performed on the two equivalent soil column models to determine the back-end cutoff point of the input ground motion. The original ground motion record is truncated based on the front and rear cutoff points of the input ground motion to obtain the strong earthquake period data that dominates the response of underground structures.

2. The input ground motion processing method for seismic response analysis of underground structures according to claim 1, characterized in that, The formula for calculating the front-end cutoff threshold of input seismic motion is: in, A Set the front-end truncation threshold; PGA This represents the peak ground acceleration of the input ground motion.

3. The input ground motion processing method for seismic response analysis of underground structures according to claim 1 or 2, characterized in that, The front-end cutoff point of the input ground motion is determined based on the front-end cutoff threshold, specifically including: Using the start time of the ground motion acceleration time history as the search starting point, the moment when the absolute value of acceleration in the ground motion acceleration time history first exceeds the front-end cutoff threshold is taken as the front-end cutoff point of the input ground motion.

4. The input ground motion processing method for seismic response analysis of underground structures according to claim 1, characterized in that, Calculating the soil-to-structure flexibility ratio of underground structures specifically includes: The equivalent radius of the underground structure is calculated based on conformal transformation theory and the composite method. The soil-to-structure flexibility ratio of underground structures is calculated based on the equivalent radius.

5. The input ground motion processing method for seismic response analysis of underground structures according to claim 4, characterized in that, The formula for calculating the soil-to-structure flexibility ratio is: in, F Indicates the ratio of soil to structural flexibility; This indicates the elastic modulus of the soil within a predetermined area surrounding the underground structure. Indicates the elastic modulus of the underground structure; This indicates the Poisson's ratio of the soil within a predetermined area surrounding the underground structure. Indicates the Poisson's ratio of underground structures; Indicates the moment of inertia of the underground structure section; This represents the equivalent radius of the underground structure.

6. The input ground motion processing method for seismic response analysis of underground structures according to claim 1, 4, or 5, characterized in that, The elastic modulus of the equivalent soil mass is determined based on the soil-to-structure flexibility ratio, specifically including: The equivalent soil stiffness adjustment coefficient is determined based on the soil-to-structure flexibility ratio. The elastic modulus of the equivalent soil is determined based on the equivalent soil stiffness adjustment coefficient.

7. The input ground motion processing method for seismic response analysis of underground structures according to claim 1, characterized in that, Time history analysis was performed on two equivalent soil column models to determine the cutoff point of the input ground motion, specifically including: Time history analysis was performed on the two equivalent soil column models to obtain the time when the relative displacement response peaks occurred at two points corresponding to the top and bottom surfaces of the underground structure in the equivalent soil column models. The maximum value of the relative displacement response at the two points corresponding to the top and bottom surfaces of the underground structure in the two equivalent soil column models is selected as the back-end cutoff point of the input ground motion.

8. A computer device, comprising: A memory, a processor, and a computer program stored in the memory and capable of running on the processor, characterized in that the processor executes the computer program to implement the input ground motion processing method for seismic response analysis of underground structures according to any one of claims 1-7.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that, When executed by a processor, the computer program implements the input ground motion processing method for seismic response analysis of underground structures as described in any one of claims 1-7.

10. A computer program product, comprising a computer program, characterized in that, When executed by a processor, the computer program implements the input ground motion processing method for seismic response analysis of underground structures as described in any one of claims 1-7.

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