Model dynamic response monitoring system for high earth and rockfill dam vibration table test and preparation method

Abstract

The invention discloses a model dynamic response monitoring system for a high earth and rockfill dam vibration table test and a preparation method, and relates to the technical field of large hydraulic structure dynamic model tests.The model dynamic response monitoring system comprises a dynamic response assembly and a model box, a model dam is arranged in the model box and comprises a rockfill material, and a concrete panel is arranged above the rockfill material; a transition layer is arranged between the concrete panel and the rockfill material; the dynamic response assembly comprises an acceleration sensor, a fiber grating sensor and a high-speed high-definition camera. According to the model dynamic response monitoring system for the high earth and rockfill dam vibration table test and the preparation method, the rockfill material and the concrete panel material selected based on the similarity relationship and the prototype material can reasonably reflect the relationship between the model dam and the prototype dam; through a model dam vibration table test, reference can be provided for aseismic design of a prototype dam, and basic data can also be provided for verification and improvement of an earth and rockfill dam dynamic analysis theory and a calculation method.

Description

Technical Field

[0001] The invention relates to the technical field of large-scale hydraulic structure dynamic model testing, and in particular to a model dynamic response monitoring system for a high earth-rock dam shaking table test and a preparation method thereof. Background Art

[0002] Because earth-rock dams have good adaptability to terrain and geological conditions and can be made from local materials, they have become a very competitive dam type and have gradually completed the leap from 100-meter level to 200m level and even 300m level in western my country.

[0003] However, earthquakes in the western region are frequent, strong and of high intensity, which have a great impact on the safety of high earth-rock dams. Therefore, it is of great significance to study the seismic performance of high earth-rock dams. Since field investigations require high technology and are expensive, and numerical simulations are difficult to describe the complex dynamic behavior of dam materials, shaking table model tests have gradually become an important means of studying the dynamic response and failure mechanism of high earth-rock dams in recent years.

[0004] In order to make the results of the model test reflect the real dynamic response of the prototype structure, the requirements of the model similarity law must be considered. However, under the action of earthquake, the dynamic shear modulus and damping ratio of granular materials such as rockfill vary nonlinearly with the shear strain amplitude, and it is often very difficult to establish a model that meets the similarity conditions. In addition, in the traditional high earth-rock dam shaking table model test, the supporting acceleration, strain and displacement sensors are often difficult to accurately measure the dynamic response of the dam body and panel of the earth-rock dam, and the sensor failure caused by the disturbance model and model damage is prone to occur. Summary of the invention

[0005] The purpose of the present invention is to provide a model dynamic response monitoring system and preparation method for a high earth-rock dam shaking table test, to solve the problems raised in the above-mentioned background technology, to provide a reference for the seismic design of the prototype dam, and to provide basic data for the verification and improvement of the dynamic analysis theory and calculation method of the earth-rock dam.

[0006] To achieve the above object, the present invention provides a model dynamic response monitoring system for a high earth-rock dam shaking table test, comprising a dynamic response component and a model box, wherein a model dam is arranged in the model box, the model dam comprises rockfill, a concrete panel is arranged above the rockfill, and a transition layer is arranged between the concrete panel and the rockfill;

[0007] The dynamic response components include acceleration sensors, fiber grating sensors and high-speed high-definition cameras. The high-speed high-definition cameras are set in front of and on the downstream side of the model dam, the grating fiber sensors are embedded in the concrete panel, and the acceleration sensors are buried in the model dam.

[0008] Preferably, the model box is composed of a steel frame, a steel plate and organic glass, the organic glass is arranged around the steel frame, the steel plate is arranged at the bottom of the steel frame, the bottom of the model box is fixed to the vibration table by bolts, and the top of the model box is provided with an opening;

[0009] A U-shaped handle is provided on the steel plate.

[0010] Preferably, a filling standard line is provided on the model box for layered filling of the model dam.

[0011] Preferably, the acceleration sensor is connected to an acceleration acquisition board, and the acceleration acquisition board is connected to a computer.

[0012] Preferably, the grating optical fiber sensor is connected to a grating demodulator, and the grating demodulator is connected to a computer.

[0013] Preferably, a plurality of high-speed high-definition cameras are connected to a time synchronizer, and the time synchronizer is connected to a workstation;

[0014] The high-speed HD camera is mounted on a tripod with laminated rubber on the bottom.

[0015] The preparation method of the model dynamic response monitoring system for the high earth-rock dam shaking table test comprises the following steps:

[0016] Step 1: Make a visualization model box for high earth-rock dam shaking table test;

[0017] Step 2: Perform similarity design of the model dam according to the similarity conversion relationship in the structural dynamic model test, where the rockfill material and concrete face material meet the gravity similarity criterion and elastic-gravity similarity criterion respectively;

[0018] Step 3: Use the gradation similarity method and the equivalent substitution method to scale down the prototype dam rockfill material, obtain the gradation curve of the model dam rockfill material, then test its basic physical and mechanical properties, and calculate the density ratio of the model dam;

[0019] Step 4: According to the similarity criterion and the known geometric scale and density scale, determine other similar scales of the model dam, and prepare the model dam panel material according to the strength scale and elastic modulus scale;

[0020] Step 5: Based on the strength scale, elastic modulus scale, and the ratio of the density of the actual concrete panel and the rockfill material, standard sand, gypsum powder, barite powder, ore powder, and water are mixed in a certain proportion to form a simulated concrete panel;

[0021] Step 6: Use the selected rockfill materials to fill the model dam;

[0022] Step 7: After the dam body is filled, the upstream side of the rockfill body formed by the rockfill is leveled and compacted with cushion simulation material, and finally the concrete panel is applied and the fiber Bragg grating sensor is installed;

[0023] Step 8: Set up a high-speed high-definition camera to obtain the deformation process of the model dam’s marking points.

[0024] Preferably, the specific steps of step 6 include:

[0025] Step 61: before the rockfill is filled, pour a 20 cm concrete simulation model dam foundation;

[0026] Step 62: Calculate the required mass of rockfill material by the density of the rockfill material and the volume of the model box, then arrange the template along the dam slope, fill in layers and compact by vibration, and repeat this process until the expected model dam height of 1.2m is reached;

[0027] Step 63: During the filling process, acceleration sensors are buried every 20 cm along the central axis of the dam body from bottom to top, and the acceleration response of the model during the earthquake is obtained through the acceleration acquisition board, and the response information is transmitted to the computer.

[0028] Preferably, the specific steps of step 7 include:

[0029] Step 71, after the model dam is constructed, the upstream slope is covered with 2 mm fine sand to simulate the transition layer in the prototype dam;

[0030] Step 72, place the cured concrete panel on the upstream side of the model dam, polish and flatten the surface of the concrete panel with sandpaper, mark the monitoring points along the central axis of the concrete panel with a marker pen, then embed the grating fiber optic sensor into the marked points of the concrete panel and smooth it with the concrete panel material, and use the fiber optic demodulator to make multiple grating fiber optic sensors connected in series work simultaneously;

[0031] Step 73: Considering the influence of water storage, a 2 mm seamless film is covered on the inner wall of the model box before the model dam is filled and on the upstream dam slope after the filling is completed.

[0032] Preferably, the specific steps of step 8 include:

[0033] Step 81, respectively setting a high-speed high-definition camera in front of the model dam and on the downstream side of the model dam, and adding a layer of rubber to the bottom of the tripod for setting up the high-speed high-definition camera;

[0034] Step 82, controlling the shooting frequency of the high-speed high-definition camera through a time synchronizer, and equipping a workstation with a large-capacity memory and a large-capacity high-speed hard disk as a picture writing device;

[0035] Step 83: Based on computer vision and machine vision algorithms, the artificial marking points in the model dam are extracted, identified and located, and then the dynamic displacement of the marking points during the test is calculated according to the coordinates of the marking points.

[0036] Therefore, the present invention adopts the above-mentioned model dynamic response monitoring system and preparation method of the high earth-rock dam shaking table test, which has the following beneficial effects:

[0037] (1) The rockfill materials and concrete face materials selected based on the similarity relationship and prototype materials can reasonably reflect the relationship between the model dam and the prototype dam. The shaking table test of the model dam can provide a reference for the seismic design of the prototype dam and provide basic data for the verification and improvement of the dynamic analysis theory and calculation method of earth-rock dams.

[0038] (2) Distributed fiber Bragg grating sensors effectively solve the problem of accurate strain measurement of low-strength and low-modulus concrete panels in shaking table model tests of high earth-rock dams. Based on high-speed cameras and computer vision image processing technology, they can efficiently and automatically obtain the displacement response of multiple points on the model and significantly reduce the disturbance to the model dam.

[0039] The technical solution of the present invention is further described in detail below through the accompanying drawings and embodiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0040] Figure 1 A schematic diagram of the system structure of a model dynamic response monitoring system and a preparation method for a high earth-rock dam shaking table test according to the present invention;

[0041] Figure 2 It is a structural schematic diagram of a model box of a model dynamic response monitoring system and a preparation method for a high earth-rock dam shaking table test according to the present invention;

[0042] Figure 3 It is a schematic diagram of the top view of the model box of the model dynamic response monitoring system and preparation method for the shaking table test of a high earth-rock dam of the present invention;

[0043] Figure 4 A schematic diagram of dam filling of a model dynamic response monitoring system and a preparation method for a high earth-rock dam shaking table test according to the present invention;

[0044] Figure 5 A schematic diagram of concrete panel installation for a model dynamic response monitoring system and a preparation method for a high earth-rock dam shaking table test according to the present invention;

[0045] Figure 6 It is a schematic diagram of the installation of the fiber grating sensor of the model dynamic response monitoring system and preparation method of the high earth-rock dam shaking table test of the present invention;

[0046] Figure 7The gradation curves of the prototype dam rockfill material and the model dam rockfill material of the model dynamic response monitoring system and preparation method for the high earth-rock dam shaking table test of the present invention;

[0047] Figure 8 It is a schematic diagram of artificial marking points of a model dynamic response monitoring system and a preparation method for a high earth-rock dam shaking table test according to the present invention;

[0048] Fig. 9 A flow chart of obtaining displacement based on computer vision for a model dynamic response monitoring system and a preparation method for a high earth-rock dam shaking table test of the present invention;

[0049] Figure numerals: 1. vibration table; 2. model box; 3. filling standard line; 4. U-shaped handle; 5. bolt; 6. model dam; 7. acceleration sensor; 8. acceleration acquisition board; 9. computer; 10. concrete panel; 11. fiber grating sensor; 12. fiber demodulator; 13. transition layer; 14. rockfill; 15. high-speed high-definition camera; 16. tripod; 17. laminated rubber; 18. time synchronizer; 19. workstation. DETAILED DESCRIPTION

[0050] The technical solution of the present invention is further described below through the accompanying drawings and embodiments.

[0051] Unless otherwise defined, the technical terms or scientific terms used in the present invention should be understood by people with ordinary skills in the field to which the present invention belongs. The words "first", "second" and similar words used in the present invention do not indicate any order, quantity or importance, but are only used to distinguish different components. "Include" or "comprise" and similar words mean that the elements or objects appearing before the word include the elements or objects listed after the word and their equivalents, without excluding other elements or objects. "Connect" or "connected" and similar words are not limited to physical or mechanical connections, but may include electrical connections, whether direct or indirect. "Up", "down", "left", "right" and the like are only used to indicate relative positional relationships. When the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0052] Example

[0053] See also Figure 1-9 The present invention provides a model dynamic response monitoring system for a high earth-rock dam shaking table test, including a dynamic response component and a model box 2. A model dam 6 is arranged in the model box 2. The model dam 6 includes a rockfill material 14. A concrete panel 10 is arranged above the rockfill material 14. A transition layer 13 is arranged between the concrete panel 10 and the rockfill material 14.

[0054] The dynamic response component includes an acceleration sensor 7, a fiber grating sensor 11 and a high-speed high-definition camera 15. The high-speed high-definition camera 15 is arranged in front of and on the downstream side of the model dam 6. The multiple high-speed high-definition cameras 15 are connected to a time synchronizer 18, and the time synchronizer 18 is connected to a workstation 19. The high-speed high-definition camera 15 is mounted on a tripod 16, and a laminated rubber 17 is arranged at the bottom of the tripod 16. The grating fiber sensor 11 is embedded in the concrete panel 10, and the grating fiber sensor 11 is connected to a grating demodulator 12, and the grating demodulator 12 is connected to a computer 9. The acceleration sensor 7 is buried in the model dam 6, and the acceleration sensor 7 is connected to an acceleration acquisition board 8, and the acceleration acquisition board 8 is connected to a computer 9.

[0055] The preparation method of the model dynamic response monitoring system for the high earth-rock dam shaking table test comprises the following steps:

[0056] Step 1: Make a visualization model box 2 for the high earth-rock dam shaking table test.

[0057] The model box 2 in the embodiment of the present invention is a frame structure composed of a steel frame, a steel plate is welded at the bottom and fixed to the table top of the vibration table 1 by bolts 5, and the top is open. A U-shaped handle 4 is welded on the bottom steel plate to facilitate the installation and removal of the model box 2. The four sides of the model box 2 are spliced ​​with high-strength, low-density transparent organic glass, and in order to avoid leakage of soil and stone materials when filling the model dam 6, waterproof glue is used to seal the joint between the organic glass and the steel plate.

[0058] Clean the inner and outer walls of the visualization model box 2, and use a marker to mark the filling standard line 3 on the outer wall of the front view of the model box 2 for the layered filling of the model dam 6. When the filling of the model dam 6 is completed, clean the filling standard line 3 to facilitate clear observation of the destruction evolution process of the model dam 6.

[0059] Step 2: Perform model similarity design according to the similarity conversion relationship in the structural dynamic model test, wherein the rockfill material 14 and the concrete face plate 10 meet the gravity similarity criterion and the elastic-gravity similarity criterion respectively.

[0060] Elastic similarity law: When studying the vibration characteristics of the structure such as the natural frequency and vibration mode, the elastic restoring force and the inertial force can be kept similar, that is, λ ρ ·λ l 3 ·λ a =λ F ; a =λ u / λ t 2 ; u =λ ε ·λ l ;σ =λ ε ·λ E ; F =λ σ ·λ l 2 .

[0061] Where: l is the geometric scale; λ ρ is the density scale; a is the acceleration scale; t is the time scale; u is the deformation scale; λ F is the external force scale; E is the elastic modulus scale; λ ε is the strain scale; λ σ is the stress ratio.

[0062] Combining the above formulas, we can get:

[0063]

[0064] Gravity similarity law: If gravity and vibration inertia force are to be kept the same in dynamic model tests, the gravitational acceleration ratio λ g Ratio of structural acceleration to a The same, that is, λ u / λ t 2 =λ g .

[0065] By λ ε =1 and λ g =1, we get:

[0066]

[0067] Elastic-gravity similarity law: In most cases, gravity has a significant effect on the vibration deformation of the structure. At the same time, the effect of elastic restoring force must also be considered. In this case, the similarity conditions of the model must satisfy equations (1) and (2) at the same time.

[0068] Combining formulas (1) and (2) we can get:

[0069] λ E =λ ρ ·λ l (3)

[0070] Step 3: Use the gradation similarity method and the equivalent substitution method to scale down the prototype dam rockfill material 14 to obtain the gradation curve of the model dam rockfill material 14, then test its basic physical and mechanical properties, and calculate the density ratio of the model dam 6.

[0071] Step 31. In the shaking table model test of the embodiment, the prototype dam is 300m high, the model dam 6 is 1.2m high, the upstream and downstream slope ratios are both 1:1.5, and the dam top width is 0.1m. The geometric scale λ of the model test is l = 250. Limited by the size of the model box 2, the maximum particle size of the model dam rockfill material 14 is set to 20 mm, and the model dam rockfill material 14 is selected according to the gradation of the prototype dam rockfill material 14.

[0072] Step 32: Based on the geotechnical test regulations, the gradation similarity method and the equivalent substitution method are combined to select the model dam rockfill material 14. The model dam rockfill material 14 uses limestone crushed stone. The gradation curves of the prototype dam rockfill material 14 and the model dam rockfill material 14 are as follows: Figure 7 shown.

[0073] Step 33: According to the standard geotechnical test method, the minimum and maximum dry densities of the model rockfill material 14 are measured to be 1.5 g / cm 3 and 1.9 g / cm 3 In the shaking table 1 test, the filling density of the rockfill material 14 was controlled to be 1.8 g / cm 3 , and the relative density is controlled to be 90%. The friction angle of the model dam rockfill material 14 under low confining pressure is obtained through triaxial shear test, which is close to the friction angle of the prototype dam rockfill material 14, indicating that the selected rockfill material 14 can be used for the shaking table 1 model test. After the rockfill material 14 is selected, it is known that the density of the prototype dam rockfill material 14 is 2g / cm 3 , the density scale λ of model dam 6 can be determined ρ =1.11.

[0074] Step 4: According to the similarity criterion and the known model geometry scale and density scale, other similarity scales of the model are determined. The strength scale and elastic modulus scale provide a basis for the preparation of the model dam 6 panel material.

[0075] According to the selected geometric scale and density scale, other similar scales of the model are determined. The similar scales are: geometric scale = 250, density scale = 1.11, strain scale = 1, time scale = 15.8, deformation scale = 250, acceleration scale = 1, elastic modulus scale = 278, stress scale = 278, and frequency scale = 0.06.

[0076] Step 5: Based on the strength scale, elastic modulus scale, and the ratio of the density of the actual concrete panel and the rockfill material, standard sand, gypsum powder, barite powder, ore powder and water are mixed in a certain proportion to form a simulated concrete panel 10 .

[0077] Step 51: The density of the concrete panel 10 in the prototype high-face rockfill dam is 2.4 g / cm 3 The density of the rockfill material 14 is 2 g / cm 3, and its ratio is 1.2. In order to reasonably reflect the effect of the inertial force of the concrete face plate 10 on the rockfill material 14 in the prototype dam during the shaking table 1 test, the corresponding ratio of the model dam 6 should be close to the above value.

[0078] Step 52: The tensile strength of the concrete panel 10 in the prototype high-face rockfill dam is 2.8 MPa, and the elastic modulus is 31 GPa. Considering the similarity of strength and elastic modulus and the requirements of test efficiency, the concrete panel 10 of the model dam 6 should have a lower elastic modulus and strength, and have early strength characteristics. Based on the similarity scale of the model dam in step 3, the tensile strength and elastic modulus of the concrete panel 10 of the model dam 6 are calculated to be 112 MPa and 10.1 kPa respectively.

[0079] Step 53: In this embodiment, standard sand, gypsum powder, barite powder, ore powder and water are mixed in a certain proportion to form a simulated concrete panel 10 material to meet the tensile strength and elastic modulus requirements of the concrete panel 10 of the model dam 6. The purpose of using gypsum powder instead of traditional cement binder is to reduce the curing time of the concrete panel 10 and improve the test efficiency.

[0080] Step 6: Use the selected rockfill material 14 to fill the model dam 6. To ensure the filling density of the dam body, fill it in layers in the model box 2 and vibrate it to reach the specified density. During the filling process, an acceleration sensor 7 is set along the central axis of the dam body.

[0081] Step 61: Before the rockfill 14 is filled, pour 20 cm of concrete to simulate the foundation of the model dam 6. Since the model box 2 is fixed to the surface of the vibration table 1 by bolts 5, there is no need to lay a crushed stone cushion layer under the concrete dam foundation to reduce the relative displacement between the model dam 6 and the vibration table 1.

[0082] Step 62: The transparent organic glass on the front of the model box 2 is used to mark the filling standard line 3 of each layer of rockfill material, ensuring that the filling height of each layer is 10 cm. The mass of the required rockfill material 14 is calculated based on the density of the rockfill material 14 and the corresponding volume of the model box 2, and then the template is arranged along the dam slope, and the rockfill material is filled in layers and compacted by vibration. This process is repeated until the expected height of the model dam 6 of 1.2 m is reached.

[0083] Step 63: During the filling process, high-precision acceleration sensors 7 are buried every 20 cm along the central axis of the dam body from bottom to top. The buried conditions of the acceleration sensors 7 are as follows: Figure 2 The acceleration response of the model during the earthquake is obtained through the acceleration acquisition board 8, and the response information is transmitted to the computer 9.

[0084] Step 7: After the dam body is filled, the cushion layer simulation material is used to level and compact the upstream side of the rockfill body, and finally the concrete panel 10 is applied, and the fiber grating sensor 11 is evenly fixed along the axis of the concrete panel 10.

[0085] Step 71, after the dam body construction is completed, the upstream slope is covered with 2 mm fine sand to simulate the transition layer 13 in the prototype face rockfill dam, and then the concrete panel 10 is prepared in a mold that is easy to disassemble and cured;

[0086] Step 72, place the cured concrete panel 10 on the upstream side of the model dam 6, use sandpaper to polish and flatten the surface of the concrete panel 10, mark the monitoring points along the central axis of the concrete panel 10 with a marker pen, then embed the grating fiber optic sensor 11 into the marked points of the concrete panel 10 and smooth them with the concrete panel 10 material, and use the optical fiber demodulator 12 to realize the simultaneous operation of multiple grating fiber optic sensors 11 connected in series, thereby reducing the disturbance to the model dam 6;

[0087] Step 73: If the influence of water storage is considered, it is necessary to cover the inner wall of the model box 2 before the model dam 6 is filled and the upstream dam slope after the filling is completed with a 2 mm seamless film to avoid water leakage in the model box 2 and ensure that a flexible waterproof boundary is formed between the reservoir and the model dam 6.

[0088] Step 8: a high-speed high-definition camera 15 is set in front of the model dam 6 and on the downstream side of the model, and the deformation process of the marking points of the model dam 6 is obtained based on computer vision and machine vision algorithms;

[0089] Step 81: High-speed high-definition cameras 15 are respectively arranged in front of the model dam 6 and on the downstream side of the model to ensure that most of the entire model can be captured. In order to avoid the influence of the high-speed high-definition camera 15 during the operation of the vibration table 1 and improve the image acquisition quality, a laminated rubber 17 is added to the bottom of the tripod 16 on which the high-speed high-definition camera 15 is mounted as a seismic isolation measure.

[0090] Step 82: Control the shooting frequency of the high-speed high-definition camera 15 through the time synchronizer 18, and equip the workstation 19 with a large-capacity memory and a large-capacity high-speed hard disk as a picture writing device.

[0091] Step 83: Based on computer vision and machine vision algorithms, the artificial marking points in the model dam 6 are extracted, identified and located, and then the dynamic displacement of the marking points during the test can be calculated according to the coordinates of the marking points.

[0092] Among them, in the process of artificial marker point recognition and extraction based on computer vision, the noise in the image is first smoothed by a filter, and then the image is binarized and morphologically operated to segment the required features in the image. In order to further filter out the redundant information in the image, the area where the marker point is located in the image is separated by edge and contour detection to achieve accurate positioning of the marker point center. Finally, the actual displacement of the marker point can be obtained by using the conversion relationship between the image coordinate system and the actual coordinate system.

[0093] Therefore, the present invention adopts the model dynamic response monitoring system and preparation method of the above-mentioned high earth-rock dam shaking table test. The rockfill materials and concrete panel materials selected based on the similarity relationship and prototype materials can reasonably reflect the relationship between the model dam and the prototype dam. The model dam shaking table test can provide a reference for the seismic design of the prototype dam, and can also provide basic data for the verification and improvement of the dynamic analysis theory and calculation method of the earth-rock dam.

[0094] Finally, it should be noted that the above embodiments are only used to illustrate the technical solution of the present invention rather than to limit it. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that they can still modify or replace the technical solution of the present invention with equivalents, and these modifications or equivalent replacements cannot cause the modified technical solution to deviate from the spirit and scope of the technical solution of the present invention.

Claims

1. The model dynamic response monitoring system for high earth-rock dam shaking table test is characterized by: The invention comprises a dynamic response component and a model box, wherein a model dam is arranged in the model box, the model dam comprises rockfill, a concrete panel is arranged above the rockfill, and a transition layer is arranged between the concrete panel and the rockfill; The dynamic response components include acceleration sensors, fiber grating sensors and high-speed high-definition cameras. The high-speed high-definition cameras are set in front of and on the downstream side of the model dam, the grating fiber sensors are embedded in the concrete panel, and the acceleration sensors are buried in the model dam.

2. The model dynamic response monitoring system for high earth-rock dam shaking table test according to claim 1 is characterized by: The model box is composed of a steel frame, a steel plate and organic glass, the organic glass is arranged around the steel frame, the steel plate is arranged at the bottom of the steel frame, the bottom of the model box is fixed on the vibration table by bolts, and an opening is opened on the top of the model box; A U-shaped handle is provided on the steel plate.

3. The model dynamic response monitoring system for high earth-rock dam shaking table test according to claim 1 is characterized by: Standard filling lines are set on the model box for layered filling of the model dam.

4. The model dynamic response monitoring system for high earth-rock dam shaking table test according to claim 1 is characterized by: The acceleration sensor is connected to the acceleration acquisition board, and the acceleration acquisition board is connected to the computer.

5. The model dynamic response monitoring system for high earth-rock dam shaking table test according to claim 1 is characterized by: The grating optical fiber sensor is connected to the grating demodulator, and the grating demodulator is connected to the computer.

6. The model dynamic response monitoring system for high earth-rock dam shaking table test according to claim 1 is characterized by: Multiple high-speed high-definition cameras are connected to a time synchronizer, and the time synchronizer is connected to a workstation; The high-speed HD camera is mounted on a tripod with laminated rubber on the bottom.

7. A method for preparing a model dynamic response monitoring system for a high earth-rock dam shaking table test using any one of claims 1 to 6, characterized in that: The following steps are involved: Step 1: Make a visualization model box for high earth-rock dam shaking table test; Step 2: Perform similarity design of the model dam according to the similarity conversion relationship in the structural dynamic model test, where the rockfill material and concrete face material meet the gravity similarity criterion and elastic-gravity similarity criterion respectively; Step 3: Use the gradation similarity method and the equivalent substitution method to scale down the prototype dam rockfill material, obtain the gradation curve of the model dam rockfill material, then test its basic physical and mechanical properties, and calculate the density ratio of the model dam; Step 4: According to the similarity criterion and the known geometric scale and density scale, determine other similar scales of the model dam, and prepare the model dam panel material according to the strength scale and elastic modulus scale; Step 5: Based on the strength scale, elastic modulus scale, and the ratio of the density of the actual concrete panel and the rockfill material, standard sand, gypsum powder, barite powder, ore powder, and water are mixed in a certain proportion to form a simulated concrete panel; Step 6: Use the selected rockfill materials to fill the model dam; Step 7: After the dam body is filled, the upstream side of the rockfill body formed by the rockfill is leveled and compacted with cushion simulation material, and finally the concrete panel is applied and the fiber Bragg grating sensor is installed; Step 8: Set up a high-speed high-definition camera to obtain the deformation process of the model dam’s marking points.

8. The method for preparing the model dynamic response monitoring system for the shaking table test of a high earth-rock dam according to claim 7 is characterized in that: The specific steps of step 6 include: Step 61: before the rockfill is filled, pour a 20 cm concrete simulation model dam foundation; Step 62: Calculate the required mass of rockfill material by the density of the rockfill material and the volume of the model box, then arrange the template along the dam slope, fill in layers and compact by vibration, and repeat this process until the expected model dam height of 1.2m is reached; Step 63: During the filling process, acceleration sensors are buried every 20 cm along the central axis of the dam body from bottom to top, and the acceleration response of the model during the earthquake is obtained through the acceleration acquisition board, and the response information is transmitted to the computer.

9. The method for preparing the model dynamic response monitoring system for the shaking table test of a high earth-rock dam according to claim 7 is characterized in that: The specific steps of step 7 include: Step 71, after the model dam is constructed, the upstream slope is covered with 2 mm fine sand to simulate the transition layer in the prototype dam; Step 72, place the cured concrete panel on the upstream side of the model dam, polish and flatten the surface of the concrete panel with sandpaper, mark the monitoring points along the central axis of the concrete panel with a marker pen, then embed the grating fiber optic sensor into the marked points of the concrete panel and smooth it with the concrete panel material, and use the fiber optic demodulator to make multiple grating fiber optic sensors connected in series work simultaneously; Step 73: Considering the influence of water storage, a 2 mm seamless film is covered on the inner wall of the model box before the model dam is filled and on the upstream dam slope after the filling is completed.

10. The method for preparing the model dynamic response monitoring system for the shaking table test of a high earth-rock dam according to claim 7, characterized in that: The specific steps of step 8 include: Step 81, respectively setting a high-speed high-definition camera in front of the model dam and on the downstream side of the model dam, and adding a layer of rubber to the bottom of the tripod for setting up the high-speed high-definition camera; Step 82, controlling the shooting frequency of the high-speed high-definition camera through a time synchronizer, and equipping a workstation with a large-capacity memory and a large-capacity high-speed hard disk as a picture writing device; Step 83: Based on computer vision and machine vision algorithms, the artificial marking points in the model dam are extracted, identified and located, and then the dynamic displacement of the marking points during the test is calculated according to the coordinates of the marking points.

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