Fabricated elastic solidified ballast bed track structure theoretical model establishment and verification method

Abstract

The invention discloses a method for establishing and verifying a theoretical model of an assembly type elastic solidified ballast bed track structure. The method comprises the steps that a steel rail model, a sleeper model, a composite unit block model, an adjusting layer model and a lower foundation model are established; the adjusting layer model is assembled on the lower foundation model, the composite unit block model is assembled on the adjusting layer model, the sleeper model is assembled on the composite unit block model, and the steel rail model is assembled on the sleeper model; a spring model is connected between the steel rail model and the sleeper model and is used for simulating a fastener system and backfilling broken stones; and endowing material parameters to obtain a theoretical model of the assembly type elastic curing ballast bed track structure. According to the method, the problem that in the prior art, theoretical and experimental research means for the service state of the assembly type elastic solidified ballast bed are lacked can be solved, the theoretical model of the assembly type elastic solidified ballast bed is established and verified, and scientific support is provided for research and popularization of the track structure of the assembly type elastic solidified ballast bed.

Description

Technical Field

[0001] The present invention relates to the field of rail transportation, and in particular to a method for establishing and verifying a theoretical model of an assembled elastically cured ballast track structure. Background Art

[0002] my country has a vast territory, and most of its railway lines cross earthquake zones, which poses a greater challenge to the adaptability of track structures. my country's railways are mainly ballastless and ballasted tracks. The overall performance of ballastless track structures is good, but in special geological areas, the risk of deformation of the lower foundation is prominent, and ballasted tracks need to be laid. However, ballasted tracks require frequent maintenance and repair, and are difficult to adapt to special conditions such as high altitudes and long tunnels. The use of assembled elastic solidified ballast bed track structures can meet the needs of strong earthquake active fault zones for track structures with less maintenance and easy repair.

[0003] However, as a new type of track structure, the existing technology lacks theoretical and experimental research methods on the service status of prefabricated elastic cured ballast, and it is difficult to grasp the dynamic response and service status change law of the prefabricated elastic cured ballast track structure under the action of complex load fields, making it difficult to promote and apply the prefabricated elastic cured ballast track structure on a large scale. Summary of the invention

[0004] The present invention provides a method for establishing and verifying a theoretical model of an assembled elastic cured ballast track structure, so as to solve the problem that there is a lack of theoretical and experimental research means on the service status of the assembled elastic cured ballast track in the prior art, and to achieve the purpose of establishing and verifying a theoretical model of the assembled elastic cured ballast track, so as to provide scientific support for the research and promotion of the assembled elastic cured ballast track structure.

[0005] The present invention is achieved through the following technical solutions:

[0006] A method for establishing a theoretical model of an assembled elastic solidified ballast track structure, comprising:

[0007] Establish rail model, sleeper model, composite unit block model, adjustment layer model and lower foundation model;

[0008] Assembling the adjustment layer model onto the lower base model, assembling the composite unit block model onto the adjustment layer model, assembling the sleeper model onto the composite unit block model, and assembling the rail model onto the sleeper model;

[0009] Connecting a first spring model between the rail model and the sleeper model, and arranging a second spring model around the composite unit block model;

[0010] Material parameters are respectively assigned to the rail model, sleeper model, composite unit block model, adjustment layer model and lower foundation model to obtain a theoretical model of the assembled elastic solidified ballast track structure.

[0011] In view of the problem that there is still a lack of theoretical and experimental research methods for the service status of assembled elastic solidified ballast in the prior art, the present invention first proposes a method for establishing a theoretical model of the track structure of an assembled elastic solidified ballast. The method first establishes a rail model, a sleeper model, a composite unit block model, an adjustment layer model and a lower foundation model respectively, and then assembles each model according to the actual object on site. Afterwards, a first spring model is connected between the rail model and the sleeper model to simulate the fastener system; a second spring model is set around the composite unit block model to simulate the effect of backfill gravel on the composite unit block; finally, material parameters are assigned to each part of the assembled model, and the required theoretical model of the track structure of the assembled elastic solidified ballast can be obtained. Among them, the lower foundation model can be set accordingly according to the different lower foundation conditions of the test object, such as: if it is necessary to analyze the assembled elastic solidified ballast in the tunnel, the lower foundation model is established as a tunnel model; if it is necessary to analyze the conventional roadbed assembled elastic solidified ballast, the lower foundation model is established as a conventional roadbed model. In addition, the first spring model and the second spring model in the method can both be implemented using existing spring model structures, and are not specifically limited here.

[0012] This method establishes a theoretical model of the assembled elastic cured ballast track structure, which can be used to study the static mechanical properties and dynamic response of the assembled elastic cured ballast track structure, to study the damage-sensitive characteristics of the assembled elastic cured ballast track structure, and to reveal the load transfer mechanism and energy transfer law of the elastic cured ballast track structure. It provides scientific support for the research and promotion of the assembled elastic cured ballast track structure and is of great value to the exploration and development of track structure technology.

[0013] Furthermore, the adjustment layer model is modeled using solid units; the sleeper model and the composite unit block model are both modeled using the prony series constitutive model, which can better simulate the viscoelastic characteristics of the actual polyurethane-crushed stone composite unit block, and is beneficial to improving the accuracy of the theoretical model of the assembled elastic cured ballast track structure.

[0014] A method for verifying a theoretical model of an assembled elastically cured track bed structure is used to verify the theoretical model of an assembled elastically cured track bed structure established in the present application. The verification method comprises:

[0015] In the simulation software, train loads and / or earthquake loads are applied to the theoretical model of the assembled elastic solidified ballast track structure, and simulation is performed to obtain dynamic response data of a specified position, which is defined as a first parameter set;

[0016] Establish a full-scale test platform for assembled elastic solidified ballast;

[0017] Conducting a full-scale test of the assembled elastic cured ballast on the full-scale test platform; during the full-scale test, applying the same train load and / or earthquake load as the simulation to the assembled elastic cured ballast, and collecting actual dynamic response data of the designated position, which is defined as a second parameter set;

[0018] The first parameter set and the second parameter set are compared to verify the accuracy of the theoretical model of the assembled elastic cured ballast track structure.

[0019] Regarding the established theoretical model of the assembled elastic cured ballast track structure, since there is no good modeling technology in the prior art, the accuracy of the model established by the method of this application cannot be effectively verified by the prior art; based on this, this application also proposes a special verification method for verifying the accuracy of the established theoretical analysis model.

[0020] Specifically, the verification method first performs a simulation in the simulation software to simulate the established theoretical model of the prefabricated elastic cured track bed track structure, and obtains the dynamic response data of the specified position in the model when subjected to the specified train load and / or earthquake load, and defines it as the first parameter set for standby. After that, a full-scale test platform that can be used for the prefabricated elastic cured track bed is established, and a full-scale test is carried out on the actual prefabricated elastic cured track bed. The type and size of the load applied during the test are consistent with those in the numerical simulation, and the actual dynamic response data is collected at the same specified position on the actual object, and it is defined as the second parameter set. After obtaining the first parameter set and the second parameter set, the present application compares the first parameter set with the second parameter set, and can verify the accuracy of the theoretical model of the prefabricated elastic cured track bed track structure through the results of the full-scale test.

[0021] It can be seen that the present application can effectively verify the established theoretical model of the prefabricated elastic cured ballast track structure, filling the gap in the prior art, and is conducive to more accurate simulation of the load transfer of the prefabricated elastic cured ballast track structure, thereby providing scientific and reasonable support for the study of the static and dynamic mechanical behavior and energy dissipation laws of the prefabricated elastic cured ballast.

[0022] Furthermore, the full-scale test platform includes:

[0023] Full-scale test trough for installing assembled elastically cured ballast;

[0024] A top loading device, located above the full-scale test trough, for applying a train load to the assembled elastically cured ballast bed;

[0025] A bottom loading device, located below the full-scale test trough, for applying a seismic load to the assembled elastically cured ballast bed;

[0026] The monitoring system is used to collect actual dynamic response data of the designated position.

[0027] During the in-depth research, the inventors of this case found that the prior art lacks a dedicated full-scale test platform for assembled elastic cured ballast track structures, and that the test equipment for traditional track structures has the defects of low efficiency, difficulty in quickly obtaining the response of assembled elastic cured ballast track structures, and inability to simulate the changes in the service status of track structures under earthquake conditions.

[0028] For this purpose, this scheme designs a special full-scale test platform, which can solve the above-mentioned defects of the test equipment of the traditional track structure, and achieve the purpose of improving the full-scale test efficiency of the assembled elastic cured ballast bed, quickly obtaining the dynamic response of the assembled elastic cured ballast bed track structure under different loads, and providing an effective reference for verifying the theoretical model of the assembled elastic cured ballast bed track structure.

[0029] When this solution is used, the assembled elastic cured roadbed is installed in a full-scale test tank, and the train load is simulated from the top of the assembled elastic cured roadbed by the top loading device, and the earthquake load is simulated from the bottom of the assembled elastic cured roadbed by the bottom loading device. The dynamic response data of the assembled elastic cured roadbed during the test is monitored by the monitoring system. The monitoring system can be equipped with corresponding sensors and other monitoring equipment according to the actual required dynamic response data to realize its function.

[0030] Furthermore, the full-scale test trough includes a trough body, a prefabricated bottom plate detachably laid in the trough body, and a roller with brakes connected to the bottom of the trough body.

[0031] This scheme can simulate different track lower foundation conditions by laying a removable prefabricated bottom plate in the trough, and then flexibly replace the prefabricated bottom plates with different stiffness, so as to make the test environment of the full-scale test model and the theoretical model closer, which is beneficial to reduce the test error and ensure the accuracy of the verification results; such as simulating the lower foundation conditions of the roadbed and bridges and tunnels: the roadbed uses a prefabricated bottom plate with relatively small stiffness to simulate the flexible lower foundation conditions, and the bridges and tunnels use a prefabricated bottom plate with relatively large stiffness to simulate the rigid lower foundation conditions.

[0032] Further, the designated position includes any one or more of the following positions: the side of the rail, the end of the sleeper, the side wall of the composite unit block, and the groove wall of the full-scale test groove;

[0033] The dynamic response data includes displacement and vibration acceleration;

[0034] The monitoring system includes a displacement sensor and an acceleration sensor.

[0035] Furthermore, the method for verifying the accuracy of the theoretical model of the assembled elastically cured ballast track structure includes:

[0036] Extract the vertical displacement of the rail from the first parameter set and the second parameter set respectively, and calculate the displacement accuracy δ1:

[0037]

[0038] The vertical acceleration of the sleeper is extracted from the first parameter set and the second parameter set respectively, and the acceleration accuracy δ2 is calculated:

[0039]

[0040] Calculate the total accuracy δ of the theoretical model: δ = δ1 × W1 + δ2 × W2;

[0041] Wherein: P1 is the vertical displacement of the rail in the second parameter set; Q is the vertical displacement of the rail in the first parameter set; P2 is the vertical acceleration of the sleeper in the second parameter set; S is the vertical acceleration of the sleeper in the first parameter set; W1 is the displacement accuracy weight; W2 is the acceleration accuracy weight.

[0042] In this scheme, the displacement accuracy is determined by the vertical displacement of the rail, and the acceleration accuracy is determined by the vertical acceleration of the sleeper. The total accuracy of the theoretical model is obtained by combining the displacement accuracy and acceleration accuracy as well as their respective weights. If the total accuracy meets the preset threshold, it can be proved that the accuracy of the theoretical model meets the requirements; conversely, if the total accuracy does not meet the preset threshold, it indicates that the accuracy of the theoretical model does not meet the requirements, and it is necessary to return to the modeling step to optimize the relevant structural models or material parameters in the theoretical model of the prefabricated elastic cured ballast track structure.

[0043] The specific values ​​of the displacement accuracy weight W1 and the acceleration accuracy weight W2 can be obtained by traditional methods such as empirical value selection and expert scoring method.

[0044] Furthermore, considering the strong randomness and high degree of discreteness of seismic wave signals, when studying the influence of different characteristics of seismic loads on the dynamic response of prefabricated elastic cured roadbed, the traditional weight value selection method is greatly interfered by human factors and is highly subjective. Therefore, this scheme also proposes improvements and optimizations on the specific calculation methods of displacement accuracy weight W1 and acceleration accuracy weight W2. The specific process includes:

[0045] N groups of different seismic waves are used to simulate the theoretical model of the assembled elastic solidified ballast track structure, and the original data matrix X of the dynamic response of the theoretical model is obtained:

[0046]

[0047] Where: X ij Represents the value of the i-th dynamic response parameter under the j-th earthquake wave; i = 1, 2, 3, 4, 5, 6, representing vertical displacement response, vertical acceleration response, lateral displacement response, lateral acceleration response, longitudinal displacement response, and longitudinal acceleration response, respectively; j = 1, 2, …, N;

[0048] Normalize the matrix X to get the matrix Y:

[0049]

[0050] Based on the matrix Y, the weight of each dynamic response parameter under N groups of different seismic waves is calculated respectively, Y ij For X ij Normalized value;

[0051] Based on the weight of each dynamic response parameter under N groups of different seismic waves, the entropy value of each dynamic response parameter is calculated;

[0052] Based on the entropy value of each dynamic response parameter, the accuracy weight of each dynamic response parameter is calculated, and the displacement accuracy weight W1 and the acceleration accuracy weight W2 are extracted therefrom.

[0053] It can be seen that in this solution, a total of six dynamic response parameters are specified, so there are six rows in both matrices X and Y, and the normalization method for matrix X can be an existing normalization method, which is not specifically limited here. Through this method, the accuracy weights corresponding to the six dynamic response parameters can be obtained, from which the required displacement accuracy weight W1 and acceleration accuracy weight W2 can be extracted.

[0054] The weight calculation method of this scheme is particularly suitable for studying the influence of different characteristics of seismic loads on the dynamic response of prefabricated elastic cured roadbeds, and can overcome the interference caused by the strong randomness and large discreteness of seismic wave signals; and this method obtains the optimal weight through the actual data of seismic wave samples, avoiding the influence of human factors, and has high reproducibility and credibility; compared with the existing technology, it has the advantages of strong objectivity, large amount of information, high accuracy, and can fully consider the data discreteness of various indicators, making the weight distribution more reasonable and scientific.

[0055] Furthermore, the weight of each dynamic response parameter under N groups of different seismic waves is calculated by the following formula:

[0056]

[0057] Where: k ijRepresents the weight of the i-th dynamic response parameter under the j-th earthquake wave;

[0058] The entropy value of each dynamic response parameter is calculated by the following formula:

[0059]

[0060] Where: E i represents the entropy value of the ith dynamic response parameter;

[0061] The accuracy weight of each dynamic response parameter is calculated by the following formula:

[0062]

[0063] Where: W i Represents the accuracy weight of the i-th dynamic response parameter.

[0064] Furthermore, when calculating the displacement accuracy weight W1, the data of the original data matrix X of the theoretical model dynamic response is taken from the side of the rail; when calculating the acceleration accuracy weight W2, the data of the original data matrix X of the theoretical model dynamic response is taken from the end of the sleeper.

[0065] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0066] 1. The present invention establishes a theoretical model of assembled elastic cured ballast track structure, which can be used to study the static mechanical properties and dynamic response of assembled elastic cured ballast track structure, to study the damage-sensitive characteristics of assembled elastic cured ballast track structure, and to reveal the load transfer mechanism and energy transfer law of the elastic cured ballast track structure. It provides scientific support for the research and promotion of assembled elastic cured ballast track structure and is of great value to the exploration and development of track structure technology.

[0067] 2. The present invention can effectively verify the established theoretical model of the assembled elastic cured ballast track structure, filling the gap in the prior art, and is conducive to more accurate simulation of the load transfer of the assembled elastic cured ballast track structure, thereby providing scientific and reasonable support for the study of the static and dynamic mechanical behavior and energy dissipation law of the assembled elastic cured ballast.

[0068] 3. The present invention defines a weight calculation method for dynamic response parameters, which is suitable for studying the influence of different characteristics of seismic loads on the dynamic response of prefabricated elastic cured roadbeds. It can overcome the interference caused by the strong randomness and large discreteness of seismic wave signals, avoid the influence of human factors, and has high reproducibility and credibility.

[0069] 4. The present invention designs a full-scale test platform, which can solve many defects of traditional track structure test equipment, improve the full-scale test efficiency of assembled elastic cured ballast bed, quickly obtain the dynamic response of assembled elastic cured ballast bed track structure under different loads, and provide an effective reference for verifying the theoretical model of assembled elastic cured ballast bed track structure.

[0070] The present invention can simulate different track substructure conditions and make the test environment of the full-scale test model closer to that of the theoretical model, which is beneficial to reducing test errors and ensuring the accuracy of verification results. BRIEF DESCRIPTION OF THE DRAWINGS

[0071] The drawings described herein are used to provide a further understanding of the embodiments of the present invention, constitute a part of this application, and do not constitute a limitation of the embodiments of the present invention. In the drawings:

[0072] Figure 1 A schematic diagram of a flow chart of a model building method in a specific embodiment of the present invention;

[0073] Figure 2 It is a partial schematic diagram of a theoretical model of a prefabricated elastic solidified ballast track structure in a specific embodiment of the present invention;

[0074] Figure 3 This is a schematic diagram of a model in a tunnel in a specific embodiment of the present invention;

[0075] Figure 4 It is a flow chart of the model verification method in a specific embodiment of the present invention;

[0076] Figure 5 It is a schematic diagram of the partial structure of the full-scale test platform after omitting the full-scale test groove in a specific embodiment of the present invention;

[0077] Figure 6 It is a schematic diagram of a full-scale test tank in a specific embodiment of the present invention.

[0078] Marks and corresponding parts names in the attached drawings:

[0079] 1- trough body, 2- prefabricated bottom plate, 3- top loading device, 4- adjustment layer, 5- assembled composite unit block, 6- sleeper, 7- rail, 8- rail model, 9- sleeper model, 10- composite unit block model, 11- adjustment layer model, 12- spring model. DETAILED DESCRIPTION

[0080] In order to make the objects, technical solutions and advantages of the present invention clearer, the present invention is further described in detail below in conjunction with the examples and the accompanying drawings. The schematic embodiments of the present invention and the description thereof are only used to explain the present invention and are not intended to limit the present invention. In the description of the present application, it should be understood that the orientation or positional relationship indicated by terms such as "front", "rear", "left", "right", "up", "down", "vertical", "horizontal", "high", "low", "inside", "outside", etc. is based on the orientation or positional relationship shown in the accompanying drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the scope of protection of the present application.

[0081] Embodiment 1:

[0082] like Figure 1 A method for establishing a theoretical model of an assembled elastic solidified ballast track structure is shown, comprising:

[0083] Establishing a rail model, a sleeper model, a composite unit block model, an adjustment layer model and a lower foundation model; wherein the adjustment layer model is modeled using a solid unit; and the sleeper model and the composite unit block model are both modeled using a prony series constitutive model;

[0084] like Figure 2 As shown, the composite unit block model is assembled onto the adjustment layer model, the sleeper model is assembled onto the composite unit block model, and the rail model is assembled onto the sleeper model;

[0085] Setting constraint conditions: connecting a first spring model between the rail model and the sleeper model to simulate the constraint effect of the fastener system on the rail; and setting a second spring model around the composite unit block model to simulate the constraint effect of backfill gravel on the composite unit block;

[0086] Then assemble the adjustment layer model onto the lower base model; Figure 3 Shown is a schematic diagram when the lower foundation model adopts a tunnel model;

[0087] Material parameters are respectively assigned to the rail model, sleeper model, composite unit block model, adjustment layer model and lower foundation model to obtain a theoretical model of the assembled elastic solidified ballast track structure.

[0088] Embodiment 2:

[0089] A method for verifying a theoretical model of an assembled elastically cured track bed structure is used to verify the theoretical model of an assembled elastically cured track bed structure established by the method of Example 1. The specific verification method is as follows: Figure 4As shown, including:

[0090] S1. In the simulation software, train load and / or earthquake load are applied to the theoretical model of the assembled elastic solidified ballast track structure, and the simulation is performed to obtain dynamic response data of a specified position, which is defined as a first parameter set;

[0091] S2. Establish a full-scale test platform for assembled elastic solidified ballast;

[0092] S3, conducting a full-scale test of the assembled elastic cured ballast on the full-scale test platform; during the full-scale test, applying the same train load and / or earthquake load as the simulation to the assembled elastic cured ballast, and collecting actual dynamic response data of the designated position, which is defined as a second parameter set;

[0093] S4. Comparing the first parameter set with the second parameter set, and verifying the accuracy of the theoretical model of the assembled elastic solidified ballast track structure; specifically including:

[0094] Extract the vertical displacement of the rail from the first parameter set and the second parameter set respectively, and calculate the displacement accuracy δ1:

[0095]

[0096] The vertical acceleration of the sleeper is extracted from the first parameter set and the second parameter set respectively, and the acceleration accuracy δ2 is calculated:

[0097]

[0098] Calculate the total accuracy δ of the theoretical model: δ = δ1 × W1 + δ2 × W2;

[0099] Wherein: P1 is the vertical displacement of the rail in the second parameter set; Q is the vertical displacement of the rail in the first parameter set; P2 is the vertical acceleration of the sleeper in the second parameter set; S is the vertical acceleration of the sleeper in the first parameter set; W1 is the displacement accuracy weight; W2 is the acceleration accuracy weight.

[0100] In a more preferred embodiment, the displacement accuracy weight W1 and the acceleration accuracy weight W2 are calculated using the following method:

[0101] S401, using N groups of different seismic waves, respectively simulate the theoretical model of the assembled elastic solidified ballast track structure to obtain the original data matrix X of the theoretical model dynamic response:

[0102]

[0103] Where: X ijRepresents the value of the i-th dynamic response parameter under the j-th earthquake wave; i = 1, 2, 3, 4, 5, 6, representing vertical displacement response, vertical acceleration response, lateral displacement response, lateral acceleration response, longitudinal displacement response, and longitudinal acceleration response, respectively; j = 1, 2, …, N;

[0104] S402, normalize the matrix X to obtain the matrix Y:

[0105]

[0106] S403, respectively calculating the weight k of each dynamic response parameter under N groups of different seismic waves ij :

[0107]

[0108] Where: k ij Represents the weight of the i-th dynamic response parameter under the j-th earthquake wave;

[0109] S404, calculating the entropy value E of each dynamic response parameter i :

[0110]

[0111] Where: E i represents the entropy value of the ith dynamic response parameter;

[0112] S405, calculating the accuracy weight W of each dynamic response parameter i :

[0113]

[0114] Where: W i represents the accuracy weight of the ith dynamic response parameter;

[0115] S406: Extract the displacement accuracy weight W1 and / or the acceleration accuracy weight W2.

[0116] Wherein, N≥50, and in this embodiment, N=100 is preferably taken.

[0117] In this embodiment, the displacement accuracy weight W1 and the acceleration accuracy weight W2 are calculated twice:

[0118] First, take values ​​from the side of the rail to establish the original data matrix X of the theoretical model dynamic response, and execute steps S401 to S406 to obtain the displacement accuracy weight W1;

[0119] Then, the value is taken from the end of the sleeper, the original data matrix X of the dynamic response of the theoretical model is re-established, and steps S401 to S406 are re-executed to obtain the acceleration accuracy weight W2.

[0120] In a more preferred embodiment, when calculating the displacement accuracy δ1, in addition to extracting the vertical displacement of the rail, the lateral displacement of the rail and the longitudinal displacement of the rail can also be extracted, and the average value is taken after the three displacement accuracies are calculated, and the average value is used as δ1; similarly, when calculating the acceleration accuracy δ2, in addition to extracting the vertical acceleration of the rail, the lateral acceleration of the sleeper and the longitudinal acceleration of the sleeper can also be extracted, and the average value is taken after the three acceleration accuracies are calculated, and the average value is used as δ2.

[0121] Those skilled in the art should understand that the horizontal, vertical and horizontal directions in the present application are based on the XYZ three-axis coordinate system in the model; for example, the X-axis direction is the horizontal direction, the Y-axis direction is the vertical direction, and the Z-axis direction is the longitudinal direction, wherein the Y-axis direction is the direction of gravity, and the Z-axis direction is the direction consistent with the extension of the track on the horizontal plane.

[0122] Embodiment 3:

[0123] A full-scale test platform for an assembled elastic solidified roadbed can be used in the verification method of Example 2. The platform structure is as follows: Figure 5 and Figure 6 As shown, including:

[0124] The full-scale test trough is used to install the assembled elastic cured ballast bed; the full-scale test trough comprises a trough body 1 and a prefabricated bottom plate 2 which is detachably laid in the trough body. The prefabricated bottom plate 2 and the trough body 1 can be connected by any existing detachable method, such as bolt connection, snap connection, mortise and tenon connection, etc.

[0125] A top loading device 3, located above the full-scale test trough, is used to apply a train load to the assembled elastically cured ballast bed;

[0126] A bottom loading device, located below the full-scale test trough, for applying a seismic load to the assembled elastically cured ballast bed;

[0127] The monitoring system is used to collect actual dynamic response data of the designated position.

[0128] In this embodiment, the aforementioned designated positions include all of the following positions: the side of the rail, the end of the sleeper, the side wall of the composite unit block, and the groove wall of the full-scale test groove; the monitoring system is equipped with displacement sensors and acceleration sensors at all of the aforementioned positions, which are respectively used to monitor the displacement and acceleration of the corresponding positions.

[0129] Those skilled in the art should understand that: the side surface of the rail refers to the outer side wall of the rail along the transverse direction of the track; the end of the sleeper refers to the center position on both sides of the top surface of the sleeper; the side wall of the composite unit block refers to the outer side wall of the composite unit block along the transverse direction of the track; the groove wall of the full-scale test groove refers to the outer side wall of the groove body 1 along the transverse direction of the track.

[0130] In a more preferred embodiment, a braked roller, such as a braked universal wheel, may be installed at the bottom of the tank body 1 .

[0131] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

[0132] It should be noted that, in this article, relational terms such as first and second, etc. are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In addition, the term "connected" used in this article can be directly connected or indirectly connected via other components without special explanation.

Claims

1. A method for establishing a theoretical model of an assembled elastic solidified ballast track structure, characterized in that: include: Establish rail model, sleeper model, composite unit block model, adjustment layer model and lower foundation model; Assembling the adjustment layer model onto the lower base model, assembling the composite unit block model onto the adjustment layer model, assembling the sleeper model onto the composite unit block model, and assembling the rail model onto the sleeper model; Connecting a first spring model between the rail model and the sleeper model, and arranging a second spring model around the composite unit block model; Material parameters are respectively assigned to the rail model, sleeper model, composite unit block model, adjustment layer model and lower foundation model to obtain a theoretical model of the assembled elastic solidified ballast track structure.

2. The method for establishing a theoretical model of an assembled elastically cured track bed structure according to claim 1, characterized in that: The adjustment layer model is modeled using solid units; the sleeper model and the composite unit block model are both modeled using the prony series constitutive model.

3. A method for verifying a theoretical model of an assembled elastically cured track bed structure, characterized in that: Used to verify the theoretical model of assembled elastic solidified ballast track structure established by the method of claim 1 or 2, the verification method comprises: In the simulation software, train loads and / or earthquake loads are applied to the theoretical model of the assembled elastic solidified ballast track structure, and simulation is performed to obtain dynamic response data of a specified position, which is defined as a first parameter set; Establish a full-scale test platform for assembled elastic solidified ballast; Conducting a full-scale test of the assembled elastic cured ballast on the full-scale test platform; during the full-scale test, applying the same train load and / or earthquake load as the simulation to the assembled elastic cured ballast, and collecting actual dynamic response data of the designated position, which is defined as a second parameter set; The first parameter set and the second parameter set are compared to verify the accuracy of the theoretical model of the assembled elastic cured ballast track structure.

4. The verification method of the theoretical model of the assembled elastic solidified ballast track structure according to claim 3 is characterized in that: The full-scale test platform comprises: Full-scale test trough for installing assembled elastically cured ballast; A top loading device, located above the full-scale test trough, for applying a train load to the assembled elastically cured ballast bed; A bottom loading device, located below the full-scale test trough, for applying a seismic load to the assembled elastically cured ballast bed; The monitoring system is used to collect actual dynamic response data of the designated position.

5. The verification method of the theoretical model of the assembled elastic solidified ballast track structure according to claim 4 is characterized in that: The full-scale test trough comprises a trough body, a prefabricated bottom plate detachably laid in the trough body, and a roller with brakes connected to the bottom of the trough body.

6. The verification method of the theoretical model of the assembled elastic solidified ballast track structure according to claim 4 is characterized in that: The designated position includes any one or more of the following positions: the side of the rail, the end of the sleeper, the side wall of the composite unit block, and the groove wall of the full-scale test groove; The dynamic response data includes displacement and vibration acceleration; The monitoring system includes a displacement sensor and an acceleration sensor.

7. The method for verifying the theoretical model of the assembled elastically cured track bed structure according to claim 3 is characterized in that: The method for checking the accuracy of the theoretical model of the assembled elastically cured ballast track structure includes: Extract the vertical displacement of the rail from the first parameter set and the second parameter set respectively, and calculate the displacement accuracy δ1: The vertical acceleration of the sleeper is extracted from the first parameter set and the second parameter set respectively, and the acceleration accuracy δ2 is calculated: Calculate the total accuracy δ of the theoretical model: δ = δ1 × W1 + δ2 × W2; Wherein: P1 is the vertical displacement of the rail in the second parameter set; Q is the vertical displacement of the rail in the first parameter set; P2 is the vertical acceleration of the sleeper in the second parameter set; S is the vertical acceleration of the sleeper in the first parameter set; W1 is the displacement accuracy weight; W2 is the acceleration accuracy weight.

8. The method for verifying the theoretical model of the assembled elastically cured track bed structure according to claim 7 is characterized in that: The calculation method of the displacement accuracy weight W1 and the acceleration accuracy weight W2 includes: N groups of different seismic waves are used to simulate the theoretical model of the assembled elastic solidified ballast track structure, and the original data matrix X of the dynamic response of the theoretical model is obtained: Where: X ij Represents the value of the i-th dynamic response parameter under the j-th earthquake wave; i = 1, 2, 3, 4, 5, 6, representing vertical displacement response, vertical acceleration response, lateral displacement response, lateral acceleration response, longitudinal displacement response, and longitudinal acceleration response, respectively; j = 1, 2, …, N; Normalize the matrix X to get the matrix Y: Based on the matrix Y, the weight of each dynamic response parameter under N groups of different seismic waves is calculated respectively, Y ij For X ij Normalized value; Based on the weight of each dynamic response parameter under N groups of different seismic waves, the entropy value of each dynamic response parameter is calculated; Based on the entropy value of each dynamic response parameter, the accuracy weight of each dynamic response parameter is calculated, and the displacement accuracy weight W1 and the acceleration accuracy weight W2 are extracted therefrom.

9. The method for verifying the theoretical model of the assembled elastically cured track bed structure according to claim 8 is characterized in that: The weight of each dynamic response parameter under N groups of different seismic waves is calculated by the following formula: Where: k ij Represents the weight of the i-th dynamic response parameter under the j-th earthquake wave; The entropy value of each dynamic response parameter is calculated by the following formula: Where: E i represents the entropy value of the ith dynamic response parameter; The accuracy weight of each dynamic response parameter is calculated by the following formula: Where: W i Represents the accuracy weight of the i-th dynamic response parameter.

10. The method for verifying the theoretical model of the assembled elastic solidified ballast track structure according to claim 8, characterized in that: When calculating the displacement accuracy weight W1, the data of the theoretical model dynamic response original data matrix X are taken from the side of the rail; when calculating the acceleration accuracy weight W2, the data of the theoretical model dynamic response original data matrix X are taken from the end of the sleeper.

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