Variable-length pile group design method for vibration control along railway traffic and application

Abstract

The invention belongs to the technical field of railway traffic vibration control, and relates to a variable-length pile group design method and application for railway traffic line vibration control, and the method comprises the following steps: determining stratum parameters of a vibration control area, and determining a geometric position; establishing a three-dimensional vehicle rail coupling analysis model to calculate a standard vibration source strong load; the value range of parameters meeting the requirement for avoiding the underground pipeline is determined; a three-dimensional finite element simulation calculation model is established, and a vibration acceleration response effective value of the vibration sensitive building under the load effect is calculated; fitting to obtain each coefficient value in a variable-length pile group structure parameter comparison and selection formula; randomly combining each parameter to form a plurality of to-be-selected design working conditions; calculating vibration acceleration response effective values of the sensitive building under all working conditions; and parameters of the actually-arranged variable-length pile group structure in the project are determined. The variable-length pile group structure effectively controls vibration of sensitive points along the railway operation on the premise of avoiding municipal pipelines.

Description

Technical Field

[0001] The invention belongs to the technical field of railway traffic vibration control, and relates to a variable-length pile group design method for vibration control along railway traffic and its application. Background Art

[0002] By the end of 2024, the total operating mileage of my country's railways will reach 162,000 kilometers, including 48,000 kilometers of high-speed railways. While the vigorous development of railway transportation provides convenience for people, the vibration problems caused by train operation have also had a great impact on the normal production and life of residents along the railway. As the railway network becomes more and more dense, the lines will inevitably pass through areas where precision instruments are densely stored, such as universities, research institutes, and high-tech industrial zones, and train vibration will also affect the normal use of precision instruments. Therefore, it is of great technical value to efficiently and reasonably control the surface vibration along the line caused by train operation.

[0003] At present, there are three main means to control the vibration caused by railway train operation. The first is to use vibration-damping pads to reduce vibration energy from the source of vibration; the second is to set up vibration isolation trenches and pile structures on the vibration propagation path to block the propagation of vibration energy; the third is to set up vibration isolation supports at vibration-sensitive targets to reduce the impact of vibration energy. Among them, pile groups have the advantages of convenient construction, low cost, and good vibration control effect, and have good application prospects.

[0004] However, when the distance between the rail line and sensitive targets is relatively close, and there are municipal pipelines that cannot be avoided in the stratum, the traditional equal-length vertical pile group structure cannot meet the requirements of on-site construction layout, and a variable-length pile group structure is required to avoid the municipal pipelines. However, there is no variable-length pile group design method for vibration control along railway transportation lines in the existing pile group design technologies and methods. Summary of the invention

[0005] The purpose of the present invention is to provide an efficient design method for a variable-length pile group structure for vibration-sensitive areas around railway lines with underground pipelines, filling the research gap in the current engineering field for variable-length pile group design methods for vibration control along railway traffic lines, so as to more fully serve the field of environmental vibration control caused by railway train operation.

[0006] The technical solution of the present invention is to first clarify the specific locations of railway lines, vibration-sensitive points, underground municipal pipelines, etc., and then set reasonable value ranges for parameters such as pile length increment, pile diameter, and layout position of the variable-length pile group structure according to the specific positional relationship among the three, and provide multiple parameter combination working conditions; then establish a finite element analysis model of the roadbed-pile group-stratum-building, and use the vehicle-track coupling analytical model to calculate the strong load of the vibration source under the condition of train operation, calculate the effective value of the vibration acceleration at the vibration-sensitive building position under the action of different variable-length pile group structures, and substitute it into the fitting formula of the vibration reduction effect of the variable-length pile group structure to determine the parameter value, and finally design a large number of feasible variable-length pile group working conditions according to the actual situation on site, use the fitting formula to calculate the effective value of the vibration acceleration under each working condition, select the working condition with the smallest effective value of the vibration acceleration as the actual engineering layout working condition of the variable-length pile group, and achieve the purpose of optimizing the pile row design parameters. The specific design method is carried out in the following steps: S1: According to the actual project requirements, clarify the stratum parameters of the vibration control area and determine the geometric positions of railway lines, vibration-sensitive buildings and underground pipelines; S2: Establish a three-dimensional vehicle-track coupling analytical model to calculate the standard vibration source strength load; specifically: use the three-dimensional vehicle-track coupling analytical model to calculate the standard vibration source strength load of railway train operation. The standard source strength load refers to the fastener support reaction force calculated using a EMU train with a train speed of 120km / h, a train axle weight of 14t, and a marshaling of 8 carriages.

[0007] S3: Determine the value range of the pile length increment parameter, pile group layout position parameter, and pile diameter parameter that meet the requirements of avoiding underground pipelines; specifically: according to the geometric positions of the railway line, vibration-sensitive buildings, and underground pipelines specified in step S1, set the maximum value of the pile length of the pile group structure. L max , and then determine the pile length increment parameter that satisfies the underground pipeline avoidance , Pile group layout location parameters , Pile diameter parameters The value range of the pile group structure is preferably a three-row arrangement, and the pile spacing is consistent with the pile diameter parameter.

[0008] S4: Design and calculate working conditions within the range of the parameters in step S3 by using the orthogonal design method, establish a three-dimensional ballast-stratum-variable-length pile group structure-sensitive building finite element simulation calculation model, and calculate the effective value of the vibration acceleration response at the vibration-sensitive building under the load obtained in step S2; specifically: design at least 10 groups of working conditions within the range of the pile group and pile group structure parameters (pile length increment parameter, pile group layout position parameter, pile diameter parameter) determined in S3 by using the orthogonal design method, and establish a three-dimensional ballast-stratum-variable-length pile group structure-sensitive building finite element simulation calculation model, and calculate the effective value of the vibration acceleration response at the vibration-sensitive building under the strong load of the standard vibration source calculated in S2 under each working condition a rms,B .

[0009] S5: Using the calculation results of step S4, fitting the coefficient values ​​in the variable length pile group structure parameter comparison formula; specifically: using the calculation results of step S4 to calculate the working condition and the effective value of the vibration acceleration response under each working condition a rms,B According to the variable length pile group structure parameter comparison formula, the coefficients in the formula A 1. A 2. A 3. A 4 Perform fitting calculations to obtain the definite values ​​of each coefficient.

[0010] The formula for selecting the structural parameters of variable-length pile groups is as follows: Formula (I) In the formula, a rms,B (Unit: mm / s 2 ) represents the effective value of the vibration acceleration response at the vibration-sensitive building; Δ (unit: m) is the pile length increment between each row of piles in the pile group structure; is the pile group layout location parameter, where d 线桩距 (Unit: m) is the distance from the railway line to the center point of the pile group structure. d 线建距 (Unit: m) is the distance from the railway line to the vibration-sensitive building, d 桩建距 (Unit: m) is the distance from the center of the pile group structure to the vibration-sensitive building. d 线建距 = d 线桩距 + d 桩建距 ; r p (Unit: m) is the diameter of a single pile in the pile group structure; A 1. A 2.A 3. A 4 is the coefficient to be determined in the formula.

[0011] S6: Within the value range of each parameter determined in step S3, refine the design of each parameter, and randomly combine each parameter to form a variety of candidate design conditions; specifically: according to actual engineering requirements, within the value range of each parameter determined in step S3, refine the design of pile length increment parameters, pile group layout position parameters and pile diameter parameters that meet the layout requirements, select at least 4 conditions for each parameter, and then randomly combine different conditions of the three parameters to form at least 64 design conditions.

[0012] S7: Calculate the effective value of the vibration acceleration response of the sensitive building under all working conditions in step S6 by using the variable length pile group structure parameter comparison formula obtained in step S5; Specifically: Substitute the three corresponding parameters under each design working condition obtained in step S6 into the fitting formula obtained in step S5 to solve the effective value of the vibration acceleration response of the vibration sensitive building under each working condition a rms,B .

[0013] S8: Select the parameters corresponding to the minimum vibration acceleration response effective value working condition calculated in step S7 as the parameters of the variable length pile group structure actually set in the project; specifically: compare the vibration acceleration response effective values ​​under all working conditions calculated in step S7 a rms,B And the effective value of vibration acceleration response under all working conditions in step S4 a rms,B , the minimum effective value of vibration acceleration response in all working conditions a rms,B The corresponding parameters can be determined as the parameters of the variable-length pile group structure actually set in the project.

[0014] Combining all the above technical solutions, the advantages and positive effects of the present invention are as follows: 1. The present invention proposes a design idea, method and specific process for a variable-length pile group structure. By reasonably comparing and selecting parameters, the variable-length pile group structure can control the vibration of sensitive points along the railway caused by railway operation under the premise of avoiding municipal pipelines, which greatly improves the design efficiency of the variable-length pile group structure and the control ability of the vibration of sensitive points, and greatly improves the application potential of the variable-length pile group structure in the market.

[0015] 2. The present invention proposes a parameter selection formula for a variable-length pile group structure, establishes the relationship between the effective value of the vibration acceleration response, the pile length increment parameter of the variable-length pile group structure, the pile group layout position parameter and the pile diameter parameter, and realizes that within the allowable range of the project, the variable-length pile group structure is reasonably designed to effectively reduce the impact of the vibration caused by railway train operation on vibration-sensitive buildings along the line.

[0016] 3. Under the conditions of meeting the construction requirements and avoiding underground pipelines, the closer the variable-length pile group structure is to vibration-sensitive buildings, the longer the pile diameter is, and the positive pile length increment parameter is, the more effectively it can control the vibration generated by train operation.

[0017] 4. The variable-length pile group design method for vibration control along railway traffic lines in the present invention can greatly improve the efficiency of parameter design comparison of variable-length pile group structures, and provide a new idea and effective means for vibration control in vibration-sensitive areas along railway lines.

[0018] In addition, the following important aspects are also provided as auxiliary evidence of the inventiveness of the present invention: 1. After the technical solution of the present invention is converted, it can greatly save the design and construction costs and time costs of line rerouting caused by excessive vibration of vibration-sensitive buildings, and reduce the secondary investment in protecting the built vibration-sensitive buildings. It is expected that good economic benefits will be achieved after the conversion. At the same time, the variable length pile group structural parameter comparison formula proposed by the present invention can provide a scientific method for the design of variable length pile groups, save the time cost of comparison, and save material costs to the maximum extent under the premise of ensuring the vibration control effect.

[0019] 2. The present invention fills the research gap in the engineering field for the design method of variable-length pile groups for vibration control along railway transportation lines. It studies the length increment, layout position and pile diameter parameters of the pile group structure, and proposes a calculation formula for the selection of variable-length pile group structure parameters to ensure the vibration reduction effect.

[0020] 3. The technical solution of the present invention solves the problem that it is difficult to control the vibration of vibration-sensitive buildings by setting up a pile group structure when there are unavoidable underground pipelines. The variable-length pile group structure is used to avoid underground pipelines while reducing the impact of vibration caused by train operation on the surrounding environment, solving a technical problem that people have always been eager to solve but have never been successful. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] The accompanying drawings herein are incorporated in and constitute a part of the specification, illustrate embodiments consistent with the present disclosure, and together with the description, serve to explain the principles of the present disclosure; Figure 1It is a diagram of the three-dimensional vehicle-track coupling analytical model in the present invention; Figure 2 It is a schematic diagram of various parameters that need to be designed for the variable-length pile group involved in the present invention; Figure 3 It is a time history curve diagram of a standard vibration source strong load calculated by a three-dimensional vehicle-track coupling analytical model provided by an embodiment of the present invention; Figure 4 It is a schematic diagram of a three-dimensional finite element analysis model of roadbed-soil-variable length pile group structure-stratum-building provided by an embodiment of the present invention; Figure 5 It is a flow chart of the variable length pile group design method for vibration control along railway traffic lines in the present invention. DETAILED DESCRIPTION

[0022] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the specific embodiments of the present invention are described in detail below in conjunction with the accompanying drawings. In the following description, many specific details are set forth to facilitate a full understanding of the present invention. However, the present invention can be implemented in many other ways different from those described herein, and those skilled in the art can make similar improvements without violating the connotation of the present invention, so the present invention is not limited by the specific implementation disclosed below.

[0023] One of the key points of the present invention is to set a reasonable value range for parameters such as pile length increment, pile diameter, and layout position of the variable-length pile group structure according to the actual conditions of the project site, and to determine no less than 10 calculation conditions by using the orthogonal analysis method; the second key point is to use finite element analysis software to establish a calculation model to solve the effective value of vibration acceleration at the vibration-sensitive building under each working condition, and to use the calculation result to obtain the value of each coefficient in the variable-length pile group structure parameter comparison formula in step S5 by a fitting method; the third key point is to design as many variable-length pile group structure working conditions as possible within the range of satisfying the project layout conditions, and to use the obtained variable-length pile group structure parameter comparison formula to calculate the actual effects of various working conditions, and to obtain the optimal layout scheme of the variable-length pile group structure by comparison. Example 1

[0024] The specific implementation of the variable length pile group design method for vibration control along railway traffic is as follows: 1. It is determined that the historical relics (ancient tower) in a certain place are 42m away from the new high-speed railway line. The geological parameters of this place are shown in Table 1. There are many municipal pipelines and optical cables in the stratum between the railway line and the ancient tower, and there are no conditions for laying pile groups with the same length.

[0025] Table 1 Formation parameters Serial number Soil Type Ground floor elevation / m Thickness / m <![CDATA[Shear wave velocity / (m·s -1 )]]> <![CDATA[Density / (kg·m -3 )]]> Poisson's ratio Dynamic elastic modulus / MPa 1 Backfill 5.0 5.0 140 1650 0.32 114.0 2 Silt 39.7 34.7 320 2130 0.38 325.0 2. Utilize Figure 1The three-dimensional vehicle-track coupling analytical model shown calculates the standard vibration source strength load of railway train operation. The train is composed of 8 carriages, with an axle weight of 14t and an operating speed of 120km / h. Figure 1 In the vehicle part of the three-dimensional vehicle-track coupling analytical model, the multi-rigid body theory is used to simplify the single-section vehicle into a model with one body, two bogies and four wheel sets, and different components are connected with spring damping units; the track part simplifies the rail into an Euler beam model, the sleepers and the ballast are simulated by mass blocks, and the various parts are connected with spring damping units. The calculated standard vibration source strength load is as follows Figure 3 shown.

[0026] 3. According to the location of railway lines, ancient towers, underground pipelines, etc. determined in step 1, determine the length of a single pile according to the actual conditions on site. L max Cannot exceed 20m, the pile group structure meets the construction conditions of 3-row arrangement, and the pile length increment parameter of underground pipeline The pile group layout position parameters should be within the range of -3m~-6m and +3m~+6m. The values ​​can be 0.1, 0.25, 0.5 and 0.75, pile diameter parameter The value range is 1m~2m.

[0027] 4. Within the range of variable length pile group structure parameter values ​​determined in step 3, the orthogonal analysis method is used to design 10 calculation and analysis conditions as shown in Table 2. Then, a three-dimensional ballast-soil-variable length pile group structure-stratum-building finite element analysis model of these ten analysis conditions is established in Midas GTS-NX software. The standard vibration source strong load obtained in step 2 is applied to the ballast part of the finite element analysis model, and the effective value of vibration acceleration at the vibration-sensitive building under each condition is calculated. It should be noted that when the pile length of a single pile is L max After determination, if the pile length increment parameter Δ is a negative number, the length of a single pile in the row of piles closest to the railway line is the longest; if the pile length increment parameter Δ is a positive number, the length of a single pile in the row of piles closest to the vibration-sensitive building is the longest. Figure 4 A schematic diagram of a three-dimensional finite element analysis model of roadbed-soil-variable length pile group structure-stratum-building is given when the incremental parameter Δ is a negative number.

[0028] Table 2 Working condition design table

[0029] 5. The 10 working conditions calculated in step 4 and the a rms,B According to the following variable length pile group structure parameter comparison formula, the coefficients in the formula A 1. A2. A 3. A 4 Perform fitting calculations to obtain the definite values ​​of each coefficient.

[0030] Formula (I) In the formula, a rms,B (Unit: m / s 2 ) represents the effective value of the vibration acceleration response at the vibration-sensitive building; Δ (unit: m) is the pile length increment between each row of piles in the pile group structure; is the pile group layout location parameter, where d 线桩距 (Unit: m) is the distance from the railway line to the center point of the pile group structure. d 线建距 (Unit: m) is the distance from the railway line to the vibration-sensitive building, d 桩建距 (Unit: m) is the distance from the center of the pile group structure to the vibration-sensitive building. d 线建距 = d 线桩距 + d 桩建距 ; r p (Unit: m) is the diameter of a single pile in the pile group structure; A 1. A 2. A 3. A 4 is the coefficient to be determined in the formula.

[0031] Finally, we get A 1=2.93, A 2=-0.021, A 3=-0.34, A 4=-0.49.

[0032] In this project, the formula for selecting the structural parameters of variable-length pile groups is: Formula (II) 6. Within the range of the parameters determined in step 3, the pile length increment parameters, pile group layout position parameters and pile diameter parameters are refined. The pile length increment parameters are -4m, -6m, 4m and 6m, the pile group layout position parameters are 0.1, 0.25, 0.5, 0.75, and the pile diameter parameters are 1m, 1.2m, 1.6m and 2m. These three parameters are randomly combined to form 64 calculation conditions as shown in Table 3.

[0033] Table 3 Random combination operating conditions

[0034] 7. Substitute the parameters corresponding to all calculation conditions in step 6 into the variable length pile group structure parameter selection formula in step 5 to calculate the effective value of the vibration acceleration response of each condition. a rms,B , the calculation results are shown in Table 4.

[0035] Table 4 Random combination operating conditions

[0036] 8. Effective value of vibration acceleration response at vibration sensitive buildings under all working conditions in steps 4 and 7 a rms,B Compare and determine the condition 48 in step 7 a rms,B =0.2547mm / s 2 is the minimum value of all effective values ​​of vibration acceleration responses, then the corresponding parameters in working condition 48 are determined to be the final parameters of the variable-length pile group structure actually set in this project.

[0037] Application Example 1: The method for identifying the excitation force of an active device under a railway vehicle provided in the above embodiment can also be run on a computer device, which includes: at least one processor, a memory, and a computer program stored in the memory and runnable on the at least one processor. When the processor executes the computer program, the method in the above embodiment is implemented.

[0038] Application Example 2: The method for identifying the excitation force of an active device under a railway vehicle provided in the above embodiment can also be run on a computer-readable storage medium, which stores a computer program. When the computer program is executed by a processor, the method in the above embodiment can be implemented.

[0039] Application Example 3: The method for identifying the excitation force of active equipment under a railway vehicle provided in the above embodiment can also be run on an information data processing terminal. When the information data processing terminal is used to be executed on an electronic device, it provides a user input interface to implement the method in the above embodiment. The information data processing terminal is not limited to mobile phones, computers, and switches.

[0040] Application example 4: The method for identifying the excitation force of an active device under a railway vehicle provided in the above embodiment can also be run on a server. When the server is used to be executed on an electronic device, it provides a user input interface to implement the method in the above embodiment.

[0041] Application Example 5: The method for identifying the excitation force of an active device under a railway vehicle provided in the above embodiment can also be run on a computer program product. When the computer program product runs on an electronic device, the method in the above embodiment can be implemented when the electronic device executes it.

[0042] The present invention implements all or part of the steps in the above-mentioned embodiment method, which can be completed by instructing the relevant hardware through a computer program, and the computer program can be stored in a computer-readable storage medium. When the computer program is executed by the processor, the steps of each of the above-mentioned method embodiments can be implemented. Among them, the computer program includes computer program code, and the computer program code can be in source code form, object code form, executable file or some intermediate form. The computer-readable medium can at least include: any entity or device that can carry the computer program code to the camera device / terminal device, recording medium, computer memory, read-only memory (ROM), random access memory (RAM), electric carrier signal, telecommunication signal and software distribution medium. For example, a USB flash drive, a mobile hard disk, a disk or an optical disk.

[0043] The above is only a preferred embodiment of the present invention. It should be understood that the described embodiments are part of the embodiments of the present invention, rather than all of the embodiments. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention. The present invention is not limited to the form disclosed herein, and should not be regarded as an exclusion of other embodiments, but can be used in various other combinations, modifications and environments. The changes and modifications made by those skilled in the art do not depart from the spirit and scope of the present invention, and should all be within the scope of protection of the claims attached to the present invention.

Claims

1. A variable length pile group design method for vibration control along railway traffic, characterized by: The following steps are involved: S1: Define the stratum parameters of the vibration control area and determine the geometric locations of railway lines, vibration-sensitive buildings and underground pipelines; S2: Establish a three-dimensional vehicle-track coupling analytical model to calculate the standard vibration source load; S3: Determine the value range of pile length increment parameter, pile group layout position parameter, and pile diameter parameter that meet the requirements of avoiding underground pipelines; S4: Use the orthogonal design method to design the calculation conditions within the range of the parameters in step S3, establish a three-dimensional ballast-stratum-variable length pile group structure-sensitive building finite element simulation calculation model, and calculate the effective value of the vibration acceleration response at the vibration sensitive building under the load obtained in step S2 ； S5: Using the calculation result of step S4, various coefficient values ​​in the variable length pile group structure parameter comparison formula are obtained by fitting. The variable length pile group structure parameter comparison formula is as follows: Formula (I) In the formula, a rms,B (Unit: mm / s 2 ) represents the effective value of the vibration acceleration response at the vibration-sensitive building; Δ (unit: m) is the pile length increment between each row of piles in the pile group structure; Set location parameters for pile groups; r p (Unit: m) is the diameter of a single pile in the pile group structure; A 1. A 2. A 3. A 4 is the coefficient to be determined in the formula; S6: Within the value range of each parameter determined in step S3, refine the design of each parameter, and randomly combine different parameters to form a plurality of candidate design conditions; S7: Calculate the effective value of the vibration acceleration response at the sensitive building under all working conditions in step S6 using the variable length pile group structure parameter comparison formula obtained in step S5; S8: Select the parameters corresponding to the minimum vibration acceleration response effective value condition calculated in step S7 as the parameters of the variable-length pile group structure actually set in the project.

2. The variable length pile group design method for vibration control along railway traffic according to claim 1 is characterized by: In step S3, the maximum length of the pile group structure is set according to the geometric positions of the railway line, vibration-sensitive buildings and underground pipelines determined in step S1. L max Then determine the pile length increment parameter Δ and pile group layout position parameter to avoid underground pipelines. , Pile diameter parameters The value range of .

3. The variable length pile group design method for vibration control along railway traffic according to claim 2 is characterized by: The pile group structure is preferably arranged in three rows, and the pile spacing is consistent with the pile diameter parameter.

4. The variable length pile group design method for vibration control along railway traffic according to claim 1 is characterized by: In step S4, at least 10 groups of working conditions are designed by orthogonal design method according to the range of pile group structure parameters determined in step S3, and a three-dimensional ballast-stratum-variable length pile group structure-sensitive building finite element simulation calculation model is established to calculate the effective value of the vibration acceleration response at the vibration sensitive building under the strong load of the standard vibration source calculated in step S2 for each working condition. a rms,B .

5. The variable length pile group design method for vibration control along railway traffic according to claim 1 is characterized by: In the variable length pile group structure parameter selection formula, is the pile group layout location parameter, where d 线桩距 (Unit: m) is the distance from the railway line to the center point of the pile group structure. d 线建距 (Unit: m) is the distance from the railway line to the vibration-sensitive building, d 桩建距 (Unit: m) is the distance from the center of the pile group structure to the vibration-sensitive building. d 线建距 = d 线桩距 + d 桩建距 .

6. The variable length pile group design method for vibration control along railway traffic according to claim 5 is characterized by: In step S5, the working conditions and the effective value of the vibration acceleration response under each working condition calculated in step S4 are used. a rms,B According to the variable length pile group structure parameter comparison formula, the coefficients in the formula A 1. A 2. A 3. A 4 Perform fitting calculations to obtain the definite values ​​of each coefficient.

7. The variable length pile group design method for vibration control along railway traffic according to claim 1 is characterized by: In step S6, according to the actual engineering requirements, within the value range of each parameter determined in step S3, the pile length increment parameters, pile group layout position parameters and pile diameter parameters that meet the layout requirements are refined and designed, and at least four working conditions are selected for each parameter. Subsequently, different working conditions of the three parameters are randomly combined, which can form at least 64 design working conditions.

8. The variable length pile group design method for vibration control along railway traffic according to claim 1 is characterized by: In step S7, the three corresponding parameters obtained in step S6 for each design condition are substituted into the fitting formula obtained in step S5 to solve the effective value of the vibration acceleration response of the vibration sensitive building for each condition. a rms,B .

9. The variable length pile group design method for vibration control along railway traffic according to claim 1 is characterized by: In step S8, the effective values ​​of the vibration acceleration responses under all working conditions calculated in step S7 are compared and selected. a rms,B And the effective value of vibration acceleration response under all working conditions in step S4 a rms,B , the minimum effective value of vibration acceleration response in all working conditions a rms,B The corresponding parameters can be determined as the parameters of the variable-length pile group structure actually set in the project.

10. A computer device, characterized in that: The computer device includes a memory and a processor, the memory stores a computer program, and when the computer program is executed by the processor, the processor executes the variable-length pile group design method for vibration control along railway traffic as described in any one of claims 1-9.

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