Vertical Stability Model Test Device and Method for Ballastless Track Slab on High-Speed Railway

Abstract

The invention discloses a vertical stability model test device and method for a slab track without ballast on high-speed railways. The device includes a track pedestal, a plurality of scaled-down track slab units, a plurality of electromagnets under the slabs, and a plurality of bar magnets. Scaled-down steel rails are bolted to both sides above each scaled-down track slab unit. A heating steel plate is suspended above the plurality of scaled-down track slab units. A plurality of force distribution frames are fixedly arranged above each scaled-down track slab unit, longitudinal force actuators are fixedly arranged at the longitudinal two ends of the force distribution frames, and a vertical force actuator is vertically arranged above the middle of the force distribution frames. A non-contact optical displacement measuring device is fixedly arranged on the side of the track pedestal. By simultaneously applying temperature loads, vertical forces of trains, and longitudinal forces of trains, and using electromagnetic forces to simulate the interfacial bonding force, the invention analyzes the vertical instability mechanism and laws of CRTS II type slab tracks without ballast under different interfacial bonding conditions, and studies the influence of unitization transformation on the vertical stability of CRTS II type slab tracks without ballast.

Description

Technical Field

[0001] The present invention relates to the field of rail transit, in particular to a vertical stability model test device and method for slab ballastless tracks of high-speed railways. Background Art

[0002] High-speed railway trains run at high speeds and have a large transport density, so higher requirements are put forward for the service performance of the underlying track foundation. Slab ballastless tracks have advantages in ride comfort and durability, and thus are widely used in high-speed railways. The CRTS II-type slab ballastless track is one of the types of slab ballastless tracks. It adopts a longitudinally continuous structural form, that is, by applying tensile force to the longitudinal connecting steel bars through tensioning lock parts, the precast track slabs in blocks are tightly connected, and the joints are poured, so as to form a longitudinally continuous track structure on the line. The longitudinally continuous structural form makes the CRTS II-type slab ballastless track have high continuity and ride comfort. However, due to the restraint of longitudinal displacement, when the temperature changes greatly, large temperature forces will be generated in the track. When the temperature forces are released at the weak links of the track structure, the CRTS II-type slab ballastless track will produce large vertical upward arching deformation or even buckling instability, seriously affecting the running safety of trains.

[0003] Studying the relationship between external loads and the vertical stability of slab ballastless tracks through model tests can provide a theoretical basis for improving the service performance and disease prevention of slab ballastless tracks. The vertical stability of longitudinally continuous slab ballastless tracks is affected not only by temperature loads but also by the combined action of train vertical forces and train longitudinal forces. However, existing test devices only focus on the action of temperature loads and do not consider the combined action of train vertical forces and longitudinal forces. In addition, existing tests cannot analyze the influence of the debonding position, debonding area and bonding force between the track slab and CA mortar on the vertical stability of the track structure. Moreover, starting from the structural design concept, optimizing the structure of the CRTS II-type slab ballastless track, carrying out unitization transformation on the track slab layer, and filling the space between units with low elastic modulus materials to release part of the temperature force are fundamental measures to ensure the vertical stability of the CRTS II-type slab ballastless track. However, there is currently a lack of experimental research programs for the vertical stability of the track structure after unitization. Summary of the Invention

[0004] The technical problem to be solved by the present invention is to provide a vertical stability model test device and method for slab ballastless tracks of high-speed railways. By simultaneously applying temperature loads, train vertical forces and train longitudinal forces, the actual service state of the CRTS II-type slab ballastless track is simulated. The electromagnetic force is used to simulate the interfacial bonding force, and the vertical instability mechanism and law of the CRTS II-type slab ballastless track are analyzed under different interfacial bonding conditions, and the influence of unitization transformation on the vertical stability of the CRTS II-type slab ballastless track is studied.

[0005] To solve the above technical problems, the technical solution adopted by the present invention is as follows: a vertical stability model test device for a high-speed railway slab ballastless track, including a track pedestal, above which a plurality of scaled track slab units are fixedly arranged. A plurality of electromagnets under the slabs are fixedly and evenly distributed between the track pedestal and the plurality of scaled track slab units. On both sides above each scaled track slab unit, a scaled rail is bolted through a plurality of buckles. A plurality of bar magnets for simulating the limiting effect of anchoring pins are fixedly arranged between the inside of the track pedestal and the inside of the scaled track slab units. Above the plurality of scaled track slab units, a heating steel plate is suspended. In the direction perpendicular to the scaled rail above each scaled track slab unit, a plurality of force distribution frames are fixedly arranged. At the longitudinal two ends of each force distribution frame, longitudinal force actuators are fixedly arranged along the direction of the scaled rail. Above the middle of each force distribution frame, a vertical force actuator is vertically arranged. A non-contact optical displacement measuring device is fixedly arranged on the side of the track pedestal.

[0006] A further improvement of the technical solution of the present invention lies in that: a plurality of steel plate support frames are fixedly and evenly distributed above the track pedestal. Above each steel plate support frame, a plurality of steel plate connection cables are hung, and the heating steel plate is suspended above the plurality of scaled track slab units through the plurality of steel plate connection cables.

[0007] A further improvement of the technical solution of the present invention lies in that: the track pedestal includes a bottom bearing platform and end bearing platforms respectively fixedly arranged at both ends of the bottom bearing platform.

[0008] A further improvement of the technical solution of the present invention lies in that: a plurality of electromagnets under the slabs are fixedly arranged on the bottom bearing platform. The plurality of electromagnets under the slabs are arranged at equal intervals both horizontally and vertically, and the power switch of each electromagnet under the slab is independently controlled.

[0009] A further improvement of the technical solution of the present invention lies in that: between two adjacent scaled track slab units, a low elastic modulus material is used for connection to form a weak connection joint, or between two adjacent scaled track slab units is a non-connection joint. The end parts of the scaled track slab units at both ends are respectively connected to the end bearing platforms.

[0010] A further improvement of the technical solution of the present invention lies in that: the scaled track slab unit includes an upper surface of the track slab unit and a lower surface of the track slab unit, and a plurality of temperature sensors are respectively arranged on the upper surface of the track slab unit and the lower surface of the track slab unit.

[0011] A further improvement of the technical solution of the present invention lies in that: a gap of 30 mm to 50 mm is reserved between the end parts of the scaled rails at both ends and the end bearing platforms.

[0012] A further improvement of the technical solution of the present invention lies in that: a method for vertical stability model test of a high-speed railway slab ballastless track includes the following steps:

[0013] S1. Assemble the model test device;

[0014] S2. Install multiple temperature sensors on the scaled track slab unit;

[0015] S3. Energize the heating steel plate to increase its temperature. The scaled track slab unit is heated by the radiation of the heating steel plate. The temperature change of the scaled track slab unit is fed back by multiple temperature sensors, and the temperature change amount Δt is calculated;

[0016] S4. Control the presence or absence of the electromagnetic force of the electromagnets under the plate at different positions by controlling the power switches of different electromagnets under the plate. The total electromagnetic force F 板下电磁力 provided by the electromagnets under the plate is:

[0017]

[0018] where F i is the electromagnetic force provided by the i-th electromagnet under the plate, and n is the total number of electromagnets under the plate;

[0019] The power switch of each electromagnet under the plate is independently controlled. When the power switch of the j-th electromagnet under the plate is turned off, the electromagnetic force F j = 0 (1 ≤ F j ≤ n), simulating the debonding of the CA mortar from the track slab;

[0020] The debonding area between the scaled track slab unit and the CA mortar is:

[0021] A = mL 2

[0022] In the above formula, A is the debonding area between the track slab unit and the CA mortar, m is the number of electromagnets under the plate with the power switch turned off, and L is the spacing between two adjacent electromagnets under the plate;

[0023] Adjust the strength of the electromagnetic force of the electromagnets under the plate by adjusting the voltage magnitude; the maximum electromagnetic force of the j-th electromagnet under the plate is its rated electromagnetic force F j额 , and the magnetic force of the electromagnet under the plate is proportional to the voltage magnitude. Adjust the strength of the electromagnetic force of the electromagnet under the plate by adjusting the voltage magnitude;

[0024] S5. Adjust the strength of the electromagnetic force F 销钉电磁力 of the bar magnets by controlling the voltage magnitudes of multiple bar magnets;

[0025] S6. Apply a longitudinal force F 纵向 to the track slab unit through multiple longitudinal actuators;

[0026] S7. Apply a vertical force F 垂向 to the track slab unit through multiple vertical actuators;

[0027] S8. Monitor the upward arch displacement changes between multiple scaled track slab units during the entire loading process through a non-contact optical displacement measurement device;

[0028] S9. Conduct data processing to obtain the mathematical relationships between the following variables:

[0029] W = f(Δt, F 纵向 , F 垂向 , F 板下电磁力 , F 销钉电磁力 )

[0030] where W is the maximum vertical upward arch of the scaled track slab unit, Δt is the temperature change, F 纵向 is the applied longitudinal train force, F 垂向 is the applied vertical train force, F 板下电磁力 is the applied electromagnetic force under the slab, F 销钉电磁力 is the applied electromagnetic force of the pin.

[0031] Due to the adoption of the above technical solutions, the technical progress achieved by the present invention is as follows:

[0032] 1. By simultaneously applying temperature load, vertical train force, and longitudinal train force, the present invention simulates the actual service state of CRTS II type slab ballastless track, uses electromagnetic force to simulate the interlayer bonding force, analyzes the vertical instability mechanism and law of CRTS II type slab ballastless track under different interlayer bonding conditions, and studies the influence of unitization transformation on the vertical stability of CRTS II type slab ballastless track. Finally, it realizes the research on the vertical stability of high-speed railway slab ballastless track under the condition of quantitative control of multiple factors such as temperature load, vertical train force, longitudinal train force, interlayer bonding state, and bonding strength of limit pins;

[0033] 2. The vertical stability model test device of the high-speed railway ballastless track of the present invention manufactures iron track slab units according to the similarity principle, and uses low elastic modulus materials to connect between the units to form weak connection joints or non-connection joints; radiantly heats the track slab units and weak connection joints by energizing and heating the steel plate to simulate the action of internal temperature force in the track slab caused by temperature change;

[0034] 3. The present invention applies a vertical force to the track structure through a vertical actuator and a force distribution frame to simulate the action of the vertical train force;

[0035] 4. The present invention applies a longitudinal force to the track structure through a longitudinal actuator load and a force distribution frame to simulate the action of the longitudinal train force;

[0036] 5. In view of the consistency in the spatial distribution law between the electromagnetic force and the interlayer bonding force, the present invention applies an electromagnetic force to the track through an electromagnet under the slab to simulate the bonding force of the CA mortar on the track slab; by controlling whether the electromagnets under the slab at different positions are energized and the magnitude of the energization, the influence of the debonding position, debonding area between layers and the magnitude of the interlayer bonding force on the vertical stability of the track structure is studied;

[0037] 6. The present invention simulates the limiting effect of the limiting pin through a bar magnet;

[0038] 7. The present invention uses a non-contact optical displacement measurement device to monitor the displacement response of the track model throughout the test process over a large range. Description of the Drawings

[0039] Figure 1 is a schematic structural diagram of the model test device of the present invention;

[0040] Figure 2 is a diagram showing the arrangement of the electromagnets under the slab of the present invention;

[0041] Figure 3 is a schematic diagram of two complete scaled track slab units and three weak connection joints of the present invention;

[0042] Figure 4 is a partial side view of the model test device of the present invention;

[0043] Figure 5 is a partial structural schematic diagram of the present invention including a force dividing frame;

[0044] Figure 6 is a partial structural schematic diagram of the present invention including a steel plate support frame;

[0045] Figure 7 is a partial structural schematic diagram of the present invention including a bar magnet;

[0046] Figure 8 is a side view of the structure of the present invention including a bar magnet;

[0047] Figure 9 is a side view of the end of the model structure of the present invention;

[0048] Among them, 1. Track pedestal, 1-1. Bottom bearing platform, 1-2. End bearing platform, 2. Scaled track slab unit, 2-1. Upper surface of the track slab unit, 2-2. Lower surface of the track slab unit, 3. Electromagnet under the slab, 4. Buckle, 5. Scaled steel rail, 6. Bar magnet, 7. Heating steel plate, 8. Force dividing frame, 9. Longitudinal actuator, 10. Vertical actuator, 11. Non-contact optical displacement measurement device, 12. Steel plate support frame, 13. Steel plate connection cable, 14. Weak connection joint. Detailed Embodiment

[0049] The present invention will be further described in detail below in conjunction with embodiments:

[0050] As Figures 1 to 9 shown, the present invention provides a vertical stability model test device and method for a slab ballastless track on high-speed railways to study the vertical stability of a slab ballastless track on high-speed railways under the quantitative control of multiple factors such as temperature load, vertical force of trains, longitudinal force of trains, interlayer bonding state, and bonding strength of limit pins.

[0051] The vertical stability model test device for a slab ballastless track on high-speed railways includes a track pedestal 1. The track pedestal 1 includes a bottom bearing platform 1-1 and end bearing platforms 1-2 fixedly arranged at both ends of the bottom bearing platform 1-1 respectively. A plurality of scaled track slab units 2 are fixedly arranged above the bottom bearing platform 1-1. A weak connection joint 14 is formed by connecting two adjacent scaled track slab units 2 with a low elastic modulus material or there is a non-connection joint between two adjacent scaled track slab units 2. The end parts of the scaled track slab units 2 at both ends are respectively connected to the end bearing platforms 1-2.

[0052] In view of the consistency in the spatial distribution law between electromagnetic force and interlayer bonding force, a plurality of under-slab electromagnets 3 are fixedly and evenly distributed between the bottom bearing platform 1-1 and the plurality of scaled track slab units 2. The plurality of under-slab electromagnets 3 are arranged at equal intervals in the transverse and longitudinal directions. Electromagnetic force is applied to the track through the under-slab electromagnets to simulate the bonding force of CA mortar on the track slab. The power switch of each under-slab electromagnet 3 is independently controlled. Therefore, the presence or absence and the magnitude of the bonding force at any position below the scaled track slab unit 2 can be adjusted and controlled. By controlling whether the under-slab electromagnets 3 at different positions are energized or not and the magnitude of the energized amount, the influence of the interlayer debonding position, debonding area, and interlayer bonding force magnitude on the vertical stability of the track structure is studied.

[0053] Both sides above each scaled track slab unit 2 are bolted with scaled rails 5 through a plurality of fasteners 4. A gap of 30 mm to 50 mm is reserved between the end parts of the scaled rails 5 at both ends and the end bearing platforms 1-2, so that the longitudinal force can be fully transmitted to the scaled track slab unit through the fasteners.

[0054] A plurality of bar magnets 6 for simulating the limiting effect of anchor pins are fixedly arranged between the inside of the bottom bearing platform 1-1 and the inside of the scaled track slab unit 2. By controlling the switch and voltage magnitude of the bar magnets 6, the presence or absence and strength of the bonding force between the anchor pins and the surrounding adhesives are simulated.

[0055] Above the said track pedestal 1, a plurality of steel plate support frames 12 are evenly and fixedly arranged. A plurality of steel plate connecting cables 13 are hung on each of the steel plate support frames 12, and the heating steel plate 7 is suspended above the plurality of reduced-scale track slab units 2 through the plurality of steel plate connecting cables 13. The reduced-scale track slab unit 2 includes an upper surface 2-1 of the track slab unit and a lower surface 2-2 of the track slab unit. A plurality of temperature sensors are respectively arranged on the upper surface 2-1 of the track slab unit and the lower surface 2-2 of the track slab unit. The reduced-scale track slab unit 2 and the weak connection joint 14 are radiantly heated by energizing the heating steel plate 7, and the temperature sensors perform temperature feedback to simulate the action of the internal temperature force of the track slab caused by temperature change;

[0056] Above each reduced-scale track slab unit 2, a plurality of force dividing frames 8 are fixedly arranged perpendicular to the direction of the reduced-scale steel rail 5. At the longitudinal two ends of each of the force dividing frames 8, longitudinal force actuators 9 are fixedly arranged along the direction of the reduced-scale steel rail 5. Longitudinal force is applied to the track structure through the longitudinal force actuators 9 and the force dividing frames 8 to simulate the longitudinal force action of the train; above the middle of each of the force dividing frames 8, a vertical force actuator 10 is vertically arranged. Vertical force is applied to the track structure through the vertical force actuator 10 and the force dividing frames 8 to simulate the vertical force action of the train. A non-contact optical displacement measuring device 11 is fixedly arranged on the side of the track pedestal 1. The displacement response of the track model during the whole test process is monitored in a large range through the non-contact optical displacement measuring device 11.

[0057] A method for a vertical stability model test of a high-speed railway slab ballastless track includes the following steps:

[0058] S1. Assemble the model test device;

[0059] S2. Arrange a plurality of temperature sensors on the reduced-scale track slab unit 2;

[0060] S3. Energize the heating steel plate 7 to increase the temperature. The reduced-scale track slab unit 2 is heated by the radiation of the heating steel plate 7. The temperature change of the reduced-scale track slab unit 2 is fed back through a plurality of temperature sensors, and the temperature change amount Δt is calculated;

[0061] S4. By controlling the power switches of the electromagnets 3 under the plates at different positions, control the presence or absence of the electromagnetic force of the electromagnets 3 under the plates at different positions; the total electromagnetic force F that the electromagnets 3 under the plates can provide 板下电磁力 is:

[0062]

[0063] wherein, F i is the electromagnetic force provided by the i-th electromagnet 3 under the plate, and n is the total number of the electromagnets 3 under the plates;

[0064] The power switches of the electromagnets 3 under each slab are independently controlled. When the power switch of the j-th electromagnet 3 under the slab is turned off, the electromagnetic force F j = 0 (1 ≤ F j ≤ n), simulating the debonding of the CA mortar from the track slab;

[0065] The debonding area between the scaled-down track slab unit 2 and the CA mortar is:

[0066] A = mL 2

[0067] In the above formula, A is the debonding area between the track slab unit 2 and the CA mortar, m is the number of electromagnets 3 under the slab whose power switches are turned off, and L is the spacing between two adjacent electromagnets 3 under the slab;

[0068] The strength of the electromagnetic force of the electromagnet 3 under the slab is adjusted by regulating the voltage magnitude; the maximum electromagnetic force of the j-th electromagnet 3 under the slab is its rated electromagnetic force F j额 , and the magnetic force of the electromagnet 3 under the slab is proportional to the voltage magnitude, and the strength of the electromagnetic force of the electromagnet 3 under the slab is adjusted by regulating the voltage magnitude;

[0069] S5. By controlling the voltage magnitudes of multiple bar-shaped electromagnets 6, adjust the strength of the electromagnetic force F 销钉电磁力 of the bar-shaped magnets 6;

[0070] S6. Apply a longitudinal force F 纵向 to the track slab unit 2 through multiple longitudinal actuators 9;

[0071] S7. Apply a vertical force F 垂向 to the track slab unit 2 through multiple vertical actuators 10;

[0072] S8. Monitor the upward arch displacement changes between multiple scaled-down track slab units 2 during the entire loading process through a non-contact optical displacement measurement device 11;

[0073] S9. Perform data processing to obtain the mathematical relationships between the following variables:

[0074] W = f(Δt, F 纵向 , F 垂向 , F 板下电磁力 , F 销钉电磁力 )

[0075] where W is the maximum vertical upward arch of the scaled-down track slab unit 2, Δt is the temperature change amount, F 纵向 is the applied longitudinal train force, F 垂向 is the applied vertical train force, F 板下电磁力 is the applied electromagnetic force under the slab, and F 销钉电磁力 is the applied electromagnetic force of the pin.

[0076] According to the above formula, the full process study of the instability of the expansion plate of the ballastless track under the influence of multiple factors such as temperature load, vertical force of the train, longitudinal force of the train, interlayer bonding state, and bonding strength of the limit pin can be realized.

Claims

1. Vertical stability model test device for slab ballastless track of high-speed railway, characterized in that: It includes an orbital pedestal (1), above which a plurality of reduced-scale track slab units (2) are fixedly arranged. A plurality of electromagnets under the slabs (3) are fixedly and evenly distributed between the orbital pedestal (1) and the plurality of reduced-scale track slab units (2). On both sides above each reduced-scale track slab unit (2), a reduced-scale rail (5) is bolted through a plurality of buckles (4). Between the interior of the orbital pedestal (1) and the interior of the reduced-scale track slab unit (2), a plurality of bar magnets (6) for simulating the limiting effect of anchor pins are fixedly arranged. Above the plurality of reduced-scale track slab units (2), a heating steel plate (7) is suspended. In the direction perpendicular to the reduced-scale rail (5) above each reduced-scale track slab unit (2), a plurality of force dividing frames (8) are fixedly arranged. At the longitudinal two ends of each force dividing frame (8), longitudinal force actuators (9) are fixedly arranged along the direction of the reduced-scale rail (5). Above the middle of each force dividing frame (8), a vertical force actuator (10) is vertically arranged. On the side of the orbital pedestal (1), a non-contact optical displacement measuring device (11) is fixedly arranged.

2. The vertical stability model test device for slab ballastless track of high-speed railway according to claim 1, wherein: Above the orbital pedestal (1), a plurality of steel plate support frames (12) are fixedly and evenly arranged. A plurality of steel plate connecting cables (13) are hung on each steel plate support frame (12), and the heating steel plate (7) is suspended above the plurality of reduced-scale track slab units (2) through the plurality of steel plate connecting cables (13).

3. The vertical stability model test device for slab ballastless track of high-speed railway according to claim 1, characterized in that: The orbital pedestal (1) includes a bottom bearing platform (1-1) and end bearing platforms (1-2) respectively fixedly arranged at both ends of the bottom bearing platform (1-1).

4. The vertical stability model test device for slab ballastless track of high-speed railway according to claim 1, characterized in that: A plurality of electromagnets under the slabs (3) are fixedly arranged on the bottom bearing platform (1-1). The plurality of electromagnets under the slabs (3) are arranged at equal intervals both horizontally and longitudinally, and the power switch of each electromagnet under the slab (3) is independently controlled.

5. The vertical stability model test device for slab track on high-speed railway according to claim 3, characterized in that: Between two adjacent reduced-scale track slab units (2), a low elastic modulus material is used for connection to form a weak connection joint (14), or there is a non-connection joint between two adjacent reduced-scale track slab units (2). The end parts of the reduced-scale track slab units (2) at both ends are respectively connected to the end bearing platforms (1-2).

6. The vertical stability model test device for slab track of high-speed railway according to claim 1, characterized in that: The reduced-scale track slab unit (2) includes an upper surface of the track slab unit (2-1) and a lower surface of the track slab unit (2-2), and a plurality of temperature sensors are respectively arranged on the upper surface of the track slab unit (2-1) and the lower surface of the track slab unit (2-2).

7. The vertical stability model test device for the slab track of high-speed railway according to claim 3, characterized in that: A gap of 30 mm to 50 mm is reserved between the end parts of the reduced-scale rails (5) at both ends and the end bearing platforms (1-2).

8. Test method for vertical stability model of slab ballastless track for high-speed railway, characterized in that: Using the vertical stability model test device for the ballastless track slab of high-speed railway according to any one of claims 1-7, the test method includes the following steps: S1. Assemble the model test device; S2. Arrange a plurality of temperature sensors on the reduced-scale track slab unit (2); S3. Energize the heating steel plate (7) to raise the temperature. The reduced-scale track slab unit (2) is heated by the radiation of the heating steel plate (7). The temperature change of the reduced-scale track slab unit (2) is fed back through a plurality of temperature sensors, and the temperature change amount Δt is calculated. S4. By controlling the power switches of the electromagnets (3) under different plates, the presence or absence of the electromagnetic force of the electromagnets (3) under the plates at different positions is controlled; the total electromagnetic force F under the plates that the electromagnets (3) under the plates can provide 板下电磁力 is as follows: Among them, F i is the electromagnetic force provided for the i-th electromagnet (3) under the plate, and n is the total number of electromagnets (3) under the plate; The power switches of the electromagnets (3) under each slab are independently controlled. When the power switch of the j-th electromagnet (3) under the slab is turned off, the electromagnetic force F j = 0 (1 ≤ F j ≤ n), simulating the debonding of the CA mortar from the track slab; The debonded area between the reduced-scale track slab unit (2) and the CA mortar is: A = mL 2 In the above formula, A is the debonding area between the track slab unit (2) and the CA mortar, m is the number of electromagnets (3) under the slab where the power switch is turned off, and L is the distance between two adjacent electromagnets (3) under the slab; Adjust the strength of the electromagnetic force of the electromagnet (3) under the plate by adjusting the voltage magnitude; the maximum electromagnetic force of the j-th electromagnet (3) under the plate is its rated electromagnetic force F j额 , the magnetic force of the electromagnet (3) under the plate is proportional to the voltage magnitude, and adjust the strength of the electromagnetic force of the electromagnet (3) under the plate by adjusting the voltage magnitude; S5. Adjust the strength of the electromagnetic force F of the bar magnet (6) by controlling the voltage magnitude of multiple bar electromagnets (6). 销钉电磁力 ; S6. Apply a longitudinal force F to the track slab unit (2) through multiple longitudinal actuators (9). 纵向 ; S7. Apply a vertical force F to the track slab unit (2) through multiple vertical actuators (10) 垂向 ; S8. Monitor the upward arch displacement change between multiple scaled track slab units (2) during the whole loading process through the non-contact optical displacement measurement device (11); S9. Perform data processing to obtain the mathematical relationship between the following variables: W = f(Δt, F 纵向 , F 垂向 , F 板下电磁力 , F 销钉电磁力 ) Among them, W is the maximum vertical upward arch of the reduced-scale track slab unit (2), Δt is the temperature change, F 纵向 is the applied longitudinal train force, F 垂向 is the applied vertical train force, F 板下电磁力 is the applied electromagnetic force under the slab, F 销钉电磁力 is the applied electromagnetic force of the pin.

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