A high-efficiency simulation device for impact barrier structures of large-deformation flow soil bodies and a method of using the same

Abstract

The present application relates to a kind of high-efficiency simulation devices of large deformation flow soil body impact blocking structure and its use method.The device includes chute frame, storage area, blocking area and accumulation area.The storage area and the blocking area are located on the same bottom plate of the upper half of the chute, and the accumulation area is located on another bottom plate of the lower half of the chute.The storage area and the accumulation area adjust the height through hydraulic lifting support, and the accumulation area is connected through the hinge between the bottom plates and adjusts the angle.The storage area controls the storage and release of materials through baffle, pin and high-strength spring, etc.The blocking area includes embedded metal base blocking structure, special cover plate, ordinary cover plate and electromagnetic bottom plate;The blocking structure is inserted into the special cover plate with the same thickness as the metal base, and the electromagnetic bottom plate is located in the rigidly connected guide rail below the bottom plate of the blocking area, and the metal base is attracted by controllable power supply to fix the blocking structure;Special cover plate and solid cover plate are spliced and placed on the bottom plate to provide a smooth channel for soil flow.

Description

Technical Field

[0001] This invention pertains to geological disaster simulation, and particularly relates to an efficient simulation device and test method for impact barrier structures of large deformation flowing soil. Background Technology

[0002] In recent years, due to the impact of extreme weather disasters and human engineering activities, slope instability disasters have occurred frequently, posing a huge threat to people's lives and property. Among these, large-deformation slope instability flows, due to their unique gestation process and formation conditions, often erupt suddenly, fiercely, and rapidly, possessing immense destructive power and unpredictability. Furthermore, these large-deformation flowing soil masses contain a large amount of special materials, including silt, fluids, and solid particles, exhibiting the dual effects of collapse, landslides, and flood damage, resulting in a more widespread and severe degree of harm. Therefore, research on the prevention and control of flowing soil masses is essential.

[0003] There are many types of engineering projects for the prevention and control of large deformation flowing soil disasters, including barriers, drainage systems, and protective measures. Barrier engineering is one of the most important prevention and control measures, effectively blocking solid materials such as driftwood and boulders, and mitigating the impact force of mud slurry. It is of great significance for understanding the disaster-causing mechanism of soil flow impact and for disaster prevention and control. Currently, barrier structures for such large deformation flowing soils can be divided into open and closed types based on their interception rate, resulting in complex and diverse structural forms. Therefore, it is necessary to conduct extensive targeted tests on barrier structures for large deformation flowing soil impacts to analyze the stress characteristics and barrier effects of different barrier structure forms under different geological conditions. However, it is difficult to conduct prototype experimental research on such disasters in the field; therefore, physical model testing is currently a widely accepted method.

[0004] Conventional simulation devices suitable for impact retaining structures in large deformation flowing soil are mostly formed by rigidly assembling various components. For example, in the study of pile group retaining structures, a single pile is directly fixed to the bottom of the chute with bolts embedded in the pile body. Such test devices have the following shortcomings:

[0005] (1) The bolts and piles are made of different materials. The bolts embedded in the piles affect the deformation monitoring at the bottom of the piles, resulting in inaccurate test results.

[0006] (2) The rigid splicing of the barrier structure fixation method results in fewer structural characteristic variables that the test device can study. That is, it is difficult to change the structural form and arrangement. The corresponding structure must be reprocessed and rigidly fixed to the slide, which can easily lead to material waste. Replacing the structure is time-consuming and labor-intensive, resulting in increased manpower and material costs.

[0007] (3) It is not conducive to conducting a large number of repeated experimental studies. Specifically, the barrier structure has a significant interception effect on large deformation flowing soil. After one test, the chute must be cleaned to prepare for the next test. For structures with too complex forms, such as pile group structures, cleaning the chute to intercept soil materials is time-consuming and labor-intensive.

[0008] Therefore, it is necessary to develop an efficient simulation device for impact barriers in unsteady flowing soil to improve the efficiency and accuracy of the experiment. Summary of the Invention

[0009] The purpose of this invention is to address the problems existing in the prior art by providing a simpler and more reasonable device for assembling a test device for impact barrier structures in large deformation flowing soil.

[0010] Therefore, the present invention adopts the following technical solution:

[0011] An efficient simulation device for impacting large deformation flowing soil with a retaining structure includes a chute frame and a storage area I, a retaining area II, and a stockpiling area III, used to simulate the entire process of soil flow impacting the retaining structure; the storage area I is located at the top of the chute frame, and the storage and release of materials are controlled by rotatable baffles; the retaining area II is located in the middle of the chute frame, and the flowing soil is retained by setting different retaining structures; the stockpiling area III is located at the bottom of the chute frame, providing a flow area for the flowing soil passing through the retaining structure.

[0012] Preferably, the chute frame includes two base plates, glass sidewalls, hinges, limiting pivots, a hydraulic lifting support, and a standard support. The two base plates are connected by hinges and their angle can be adjusted. Specifically, the base plate below storage area I and barrier area II is connected to the hydraulic lifting support via limiting pivots. The angle between this base plate and the base plate of the stockpiling area is adjusted by controlling the height of the hydraulic lifting support. The base plate of the stockpiling area does not need to change its height and is supported by a standard support. The base plates are rigidly connected to the glass sidewalls, forming a complete soil flow channel.

[0013] Preferably, storage area I includes a baffle, a pin, a spring, a pivot, and a supporting vertical beam, serving as a storage box. The baffle is hinged to the glass sidewall via the pivot, and the other side is closed to store material by a pin. This side is also connected to the supporting vertical beam by a spring. When the pin is loosened (moving downwards) and the limiting position is released, the spring retracts, pulling the baffle to release the material. By manually resisting the spring tension and closing the baffle, tightening the pin (moving upwards) restores the storage area to its closed state.

[0014] Preferably, the barrier zone II includes an electromagnetic base plate and a barrier structure, with a metal base embedded in the barrier structure. The barrier structure is fixed by the attraction between the electromagnetic base plate and the metal base. Furthermore, the barrier structure can be designed in various forms, such as a pile group or a slotted dam barrier structure.

[0015] Preferably, the retaining zone II also includes a specially made cover plate with a through hole customized according to design requirements, and a regular cover plate without a through hole. The specially made cover plate, the regular cover plate, and the metal base embedded in the retaining structure have the same thickness. The retaining structure is inserted into the through hole of the specially made cover plate to prevent uneven deformation caused by the presence of the metal base structure. The regular cover plate and the specially made cover plate are spliced ​​together and placed on the base plate to provide a flat flow path for soil movement.

[0016] Preferably, the barrier area II also includes an electromagnetic base plate guide groove, in which the electromagnetic base plate is placed under the frame base plate and rigidly connected to the electromagnetic base plate guide groove, and its position can be changed along the guide groove.

[0017] Compared with the prior art, the present invention has the following advantages:

[0018] It can realistically reproduce the entire process of soil flow, impact barrier structure and deposition, and provide a scientific basis for the study of the disaster-causing mechanism of soil flow impact.

[0019] This invention supports various types of barrier structures, including pile groups with arbitrary spacing and number, slot dams with arbitrary opening size, and barrier positions, and is applicable to experimental research on various types of barrier effects.

[0020] This invention has a wide range of applications. By adjusting the frame angle, it can simulate the entire process of soil flow impact and disaster evolution under different hillside terrain conditions.

[0021] This invention uses electromagnetic attraction to fix the barrier structure, and installs and removes the barrier structure by turning the power on and off and adjusting the voltage, thus preventing the barrier structure from tipping over.

[0022] The experimental device of this invention is simple to assemble and disassemble, and can effectively improve the efficiency of the test, especially in the case of a barrier structure under multiple working conditions.

[0023] This device overcomes the influence of uneven deformation of the embedded bolts in the pile, supports various types of retaining structures, and greatly reduces the time required for structural replacement and cleaning. It has the advantages of being easy to use, having low time and economic costs. Attached Figure Description

[0024] Figure 1 This is an overall schematic diagram of the pile group retaining test device of the present invention;

[0025] Figure 2 This is an overall schematic diagram of the slot dam retaining test device of the present invention;

[0026] Figure 3 This is a schematic diagram of the closed state of storage area I of the present invention;

[0027] Figure 4 This is a cross-sectional view of the pin-limiting baffle and the position of the material storage area I in this invention.

[0028] Figure 5 This is a schematic diagram of the storage area I of the present invention in the open state;

[0029] Figure 6 This is a side view of the open state of the material storage area I controlled by the support beam traction baffle of the present invention;

[0030] Figure 7 This is a schematic diagram of the structural relationship of the barrier zone II of the present invention;

[0031] Figure 8 This is a schematic diagram of the coil winding method of the electromagnetic base plate of the present invention;

[0032] Figure 9 This is a schematic diagram of the coil support and outer shell structure of the electromagnetic base plate of the present invention;

[0033] Figure 10 This is a schematic diagram of the pile group retaining structure and its cover plate relationship according to the present invention;

[0034] Figure 11 This is a schematic diagram of the gap dam retaining structure and its cover plate relationship according to the present invention;

[0035] Figure 12 This is a schematic diagram of the slot dam retaining structure of the present invention;

[0036] Figure 13 This is a side view of the main retaining structure of the slot dam of the present invention;

[0037] The image is labeled as follows:

[0038] I. Storage area; II. Barrier area; III. Stacking area;

[0039] 1. Base plate; 2. Stacking area base plate; 3. Hinges; 4. Glass sidewalls;

[0040] 12. Limiting pivot; 13. Hydraulic lifting support; 14. Ordinary support.

[0041] I. In the storage area:

[0042] 9-1. Baffle; 9-2. Spring; 9-3. Bolt; 9-4. Shaft; 11. Supporting vertical beam;

[0043] II. Barrier Zone:

[0044] 5. Electromagnetic base plate guide groove; 6. Solid cover plate;

[0045] 7. Electromagnetic base plate; 7-1. Soft iron core; 7-2. Coil bracket; 7-3. Electromagnetic housing;

[0046] 7-4. Screw hole; 7-5. Power cord hole; 7-6. Guide rail; 7-7. Coil;

[0047] 8. Specially designed cover plate;

[0048] 10-1. Metal base; 10-2. Pile group; 10-3. Main body of the slotted dam; 10-4. Roller shutter;

[0049] 10-4-1, Roller roller; 10-4-2, Roller blind guide rail; 10-4-3, Metal roller blind slats; 10-4-4, Beaded chain; Detailed Implementation

[0050] The technical solution of the present invention will be described in detail below with reference to specific examples. This embodiment is implemented based on the technical solution of the present invention and provides a specific implementation process, but the scope of protection of the present invention is not limited to the following embodiment.

[0051] like Figures 1 to 2 As shown, this application proposes an efficient simulation device for impact retaining structures in unsteady flowing soil, suitable for indoor physical model tests of large deformation flowing soils such as debris flows. It includes a chute frame, a storage zone I, a retaining zone II, and a deposition zone III.

[0052] The chute frame consists of a base plate 1, a stockpiling area base plate 2, hinges 3, glass sidewalls 4, a limiting pivot 12, hydraulic lifting supports 13, and ordinary supports 14. Base plate 1 serves as the soil flow area for storage zone I and retaining zone II. Base plate 1 and stockpiling area base plate 2 are rigidly connected to the glass sidewalls 4. The storage zone I side is closed, while the stockpiling zone III side is open to facilitate soil flow. Base plate 1 and stockpiling area base plate 2 are connected by hinges 3, allowing for 90° rotation adjustment. The angle between retaining zone II and stockpiling zone III is changed by adjusting the height of the hydraulic lifting supports 13 to simulate terrain with different slopes. Four hydraulic lifting supports 13 are connected to base plate 1 via limiting pivots 12. Stockpiling zone III does not require height adjustment and is supported by six ordinary supports 14.

[0053] Storage area I primarily functions as a storage bin for storing and releasing materials. It mainly consists of a baffle 9-1, a spring 9-2, a pin 9-3, and a rotating shaft 9-4. One side of the baffle 9-1 is connected to the glass sidewall 4 via the rotating shaft 9-4, allowing it to rotate freely around the shaft. The other side of the baffle 9-1 is fixed to the solid cover plate 6 via the pin 9-3. Figure 3 This is a schematic diagram of the closed state of the storage area. Figure 4This is a cross-sectional view showing how the pin 9-3 limits the movement of the baffle 9-1 when the storage area is closed. The side of the baffle 9-1 limited by the pin 9-3 is connected to a supporting vertical beam 11 via two high-strength springs 9-2. The supporting vertical beam 11 is a rigid body welded to the base plate 1. When the pin 9-3 is loosened manually, this side loses its limiting and fixing function, and the high-strength springs 9-2 rapidly contract, pulling the baffle 9-1 to rotate rapidly around the pivot 9-4, thereby releasing the material. Figure 5 This is a schematic diagram showing the opening state of the storage area. Figure 6 A side view of the storage area with the support beam 11 pulling the baffle 9-1 in the open state.

[0054] Barrier Zone II consists of different barrier structures, a solid cover plate 6, a special cover plate 8, an electromagnetic base plate guide groove 5, and an electromagnetic base plate 7. The structural positions are as follows: Figure 7 As shown. The solid cover plate 6 and the special cover plate 8 are spliced ​​together and placed on the base plate 1 of the slide frame, forming a barrier structure (such as...). Figure 7 The pile group 10-2 shown constitutes a group barrier structure, which is fixed by inserting it into the through hole of the special cover plate 8. The electromagnetic base plate guide groove 5 is welded to the bottom plate 1 of the sliding frame, and the electromagnetic base plate 7 can slide in the electromagnetic base plate guide groove 5 through the rigidly connected guide rail 7-6. The position of the electromagnetic base plate 7 corresponds vertically to the position of the special cover plate 8 in order to provide magnetic attraction for the barrier structure.

[0055] Furthermore, the retaining structure is constructed of concrete according to the working conditions. The metal base 10-1 is embedded within the concrete during pouring, thus forming a rigid connection. The cross-sectional dimensions of the metal base 10-1 are smaller than those of the retaining structure, and the specific dimensions should be determined based on different test conditions (soil flow impact force, retaining structure height, etc.). To avoid uneven structural deformation caused by the embedded metal structure within the retaining structure, a special cover plate 8 with pre-drilled through holes at the locations of the retaining structure (cross-sectional shape and size, spacing) is fabricated. Its thickness is equal to that of the metal base 10-1. The retaining structure is inserted into the special cover plate 8, such as... Figure 10 and Figure 11 As shown, a specially designed cover plate 8 is spliced ​​with several solid cover plates 6 and placed on top of the base plate 1 to provide a smooth flow channel for the flowing soil. Furthermore, by changing the order of the specially designed cover plate 8 and the solid cover plates 6, the position of the retaining structure can be altered.

[0056] Furthermore, the retaining structure supports multiple forms; this invention provides two forms: pile group 10-2 and slotted dam main body 10-3. The pile group 10-2 retaining structure form can be referenced. Figure 10 The main retaining structure of the slot dam can be referenced. Figure 11 To obtain different opening sizes for the slot dam, the main body 10-3 of the slot dam is welded to the roller shutter structure 10-4. Its form is complex and can be further referenced. Figure 12 and Figure 13 The entire roller blind 10-4 structure includes a roller 10-4-1, a roller blind guide rail 10-4-2, a metal roller blind slat 10-4-3, and a pull bead 10-4-4. The metal roller blind slat 10-4-3 is made of a highly flexible metal sheet and is wound around the roller 10-4-1. In order to obtain different sizes of blocking openings by cooperating with the gap dam body 10-3 and the roller blind 10-4, the position of the metal roller blind slat 10-4-3 can be adjusted by pulling the pull bead 10-4-4. The pull bead 10-4-4 controls the roller 10-4-1 to rotate clockwise, which causes the metal roller blind slat 10-4-3 to move upward (the opening becomes larger), and to rotate counterclockwise, which releases the metal roller blind slat 10-4-3 to move downward (the opening becomes smaller), thereby controlling the size of the gap dam body opening. The roller shutter guide rail 10-4-2 mainly limits the two sides of the metal roller shutter slat 10-4-3, providing horizontal resistance to the metal roller shutter slat 10-4-3 to prevent the flowing soil from impacting and damaging the gap dam opening.

[0057] Furthermore, the electromagnetic base plate 7 is composed of a soft iron core 7-1, a coil support 7-2, an electromagnetic housing 7-3, a screw hole 7-4, a power cord hole 7-5, a guide rail 7-6, and a coil 7-7, as shown below. Figure 8 and Figure 9 As shown. Coil 7-7 is as follows. Figure 8 The coil 7-7 is evenly wound around the coil support 7-2, with a soft iron core 7-1 inserted in the middle of the coil support 7-2. It is then encapsulated by an electromagnetic housing 7-3 and secured with screws. The two poles of the coil 7-7 pass through the power cable hole 7-5 and are connected to an external power source.

[0058] With the objective of comparing the retaining effects of pile group 10-2 and slotted dam main body 10-3 under different opening sizes, the specific operation procedure of this high-efficiency simulation device for impact retaining structures of large deformation flowing soil is as follows:

[0059] Step 1. Assemble the experimental device by connecting the base plate 1 and the bottom plate 2 of the accumulation area through the hinge 3. Adjust the angle of the two by raising and lowering the four hydraulic lifting supports 13 according to the terrain of the slope or the experimental design.

[0060] Step 2. According to the design requirements of the barrier structure, lay the solid cover plate 6 and the special cover plate 8 on the base plate 1;

[0061] Step 3. Connect the electromagnetic base plate 7 to a controllable DC power supply, adjust the voltage to generate a sufficiently large electromagnetic attraction, and insert the pile group 10-2 into the special cover plate 8.

[0062] Step 4. Install and debug the monitoring equipment according to the physical quantities required for the test.

[0063] Step 5. Fix the baffle 9-1 of storage area I to the base plate 1 with pins 9-3, and determine the material ratio and configuration according to the material composition characteristics of the flowing soil on the slope, and fill the storage area I with materials.

[0064] Step 6. Experimental preparation: Place a clean container with a size twice the cross-section of the chute (the specific size is determined based on the material volume required for the experiment and the maximum possible impact distance) on the opening side of the accumulation zone III to collect the material flowing through the accumulation zone III.

[0065] Step 7. Start the monitoring equipment and manually loosen the pin 9-3 so that the baffle 9-1 can quickly open under the tension of the spring 9-2 to release the material;

[0066] Step 8. After the soil flow has stabilized, save the monitoring data and measure and photograph the width of the front, middle and rear edges of the slope formed after the soil flow.

[0067] Step 9. Disconnect the power supply to the electromagnetic base plate 7, remove the monitoring equipment connected to the surface of pile group 10-2, and remove pile group 10-2.

[0068] Step 10. Recover the material in the chute. Starting from one side of storage area I, use a scribing board to clean the material from top to bottom into the container mentioned in step 6.

[0069] Step 11. Remove the container of recycled material and use a mobile water hose to flush the water tank starting from storage area I to clean the material residue in the chute, especially the hole where the pin 9-3 is located and the through hole of the special cover plate 8, to prevent the presence of soil particles from making it difficult to insert the pin 9-3.

[0070] Thus, as Figure 1 The simulation of the large deformation flow test of the retaining soil of the pile group 10-2 shown has been completed. Next, the retaining structure of the main body of the jointed dam 10-3 will be replaced:

[0071] Step 12. Remove the specially made cover plate 8 of type 10-2 for the pile group and replace it with the specially made cover plate 8 of type 10-3 for the main body of the slotted dam, as follows. Figure 11 ;

[0072] Step 13. Turn on the power to the electromagnetic base plate 7 and insert the slot dam body 10-3 into the special cover plate 8;

[0073] Step 14. Pull the pull bead 10-4-4 to adjust the position of the metal roller shutter 10-4-3 to the designed first opening height. Repeat steps 4-11 above to conduct a barrier effect test for different opening sizes of the slot dam body 10-3.

[0074] Step 15. After the test, remove the special cover plate 8 and the solid cover plate 6, adjust the height of the four hydraulic lifting supports 13, rotate them around the limiting pivot 12 until they are parallel to the base plate 1, and disconnect the base plate 1 from the stacking area base plate 2 through the hinge 3 for easy storage.

Claims

1. A highly efficient simulation device for impact retaining structures of large deformation flowing soil, characterized in that, It includes a chute frame and storage area I, a barrier area II, and a stockpiling area III, used to simulate the entire process of soil flow impacting the barrier structure; storage area I is located at the top of the chute frame, and the storage and release of materials are controlled by rotatable baffles; barrier area II is located in the middle of the chute frame, and different barrier structures are set up to block the flowing soil; stockpiling area III is located at the bottom of the chute frame, providing a flow area for the flowing soil passing through the barrier structure; The chute frame consists of a base plate (1), a stockpiling area base plate (2), hinges (3), glass sidewalls (4), a limiting pivot (12), a hydraulic lifting support (13), and ordinary supports (14). The base plate (1) is the soil flow area for the storage area I and the barrier area II. The base plate (1) and the stockpiling area base plate (2) are rigidly connected to the glass sidewalls (4), with the storage area I side being closed and the stockpiling area III side being open to facilitate soil flow. The base plate (1) and the stockpiling area base plate (2) are connected by hinges (3) and can be rotated 90° to adjust the angle. The angle between the barrier area II and the stockpiling area III is changed by adjusting the height of the hydraulic lifting support (13) to simulate terrain with different slopes. The hydraulic lifting support (13) is connected to the base plate (1) through the limiting pivot (12), and there are 4 supports in total. The stockpiling area III does not need to be adjusted in height and is supported by 6 ordinary supports (14) in total. The storage area I is used to store and release materials and consists of a baffle (9-1), a spring (9-2), a pin (9-3), a rotating shaft (9-4), and a supporting vertical beam (11). One side of the baffle (9-1) is connected to the glass sidewall (4) through the rotating shaft (9-4), allowing it to rotate freely around the rotating shaft (9-4). The other side of the baffle (9-1) is fixed to the solid cover plate (6) through the pin (9-3). When the pin (9-3) loosens and retracts, the baffle (9-1) loses the pin (9-3) limit. At the same time, this side is connected to the supporting vertical beam (11) which is rigidly connected to the bottom plate (1) through a high-strength spring (9-2). When the baffle (9-1) loses the pin (9-3) limit, the spring (9-2) drives the baffle (9-1) to flip quickly, thereby releasing the materials. The barrier area II consists of different barrier structures, a solid cover plate (6), a special cover plate (8), an electromagnetic base plate guide groove (5), and an electromagnetic base plate (7). The solid cover plate (6) and the special cover plate (8) are spliced ​​together and cover the base plate (1) of the slide frame. The barrier structure is inserted into the through hole of the special cover plate (8) for fixation. The electromagnetic base plate guide groove (5) is welded to the bottom of the base plate (1) of the slide frame. The electromagnetic base plate (7) slides in the electromagnetic base plate guide groove (5) through the guide rail (7-6) which is rigidly connected to the base plate (1). The position of the electromagnetic base plate (7) corresponds vertically to the position of the special cover plate (8) so as to provide magnetic attraction for the barrier structure.

2. The apparatus as claimed in claim 1, characterized in that, The barrier structure is made of concrete according to the working conditions. The metal base (10-1) is embedded in the concrete during the concrete pouring process, thus forming a rigid connection. The cross-sectional dimensions of the metal base (10-1) are smaller than the cross-sectional dimensions of the barrier structure, and are specifically determined according to different test conditions. In order to avoid uneven structural deformation caused by the metal structure embedded inside the barrier structure, the barrier structure is inserted into a special cover plate (8) of the same thickness as the metal base (10-1). The special cover plate (8) has a pre-reserved through hole according to the barrier structure design and is spliced ​​with several solid cover plates (6) to form a flat soil flow channel. In addition, the position of the barrier structure can be changed by changing the order of the special cover plate (8) and the solid cover plate (6).

3. The apparatus as described in claim 2, characterized in that, The retaining structure supports two forms: pile group (10-2) and slotted dam body (10-3). Pile group (10-2) retaining structure form; The main body (10-3) of the slot dam has a complex retaining structure; To obtain gap dam openings of different sizes, a roller shutter (10-4) structure is designed. The roller shutter (10-4) structure includes a roller (10-4-1), a roller shutter guide rail (10-4-2), a metal roller shutter slat (10-4-3), and a pull bead (10-4-4). The position of the metal roller shutter slat (10-3) is adjusted by pulling the pull bead (10-4-4), thereby controlling the size of the opening of the gap dam body (10-3).

4. The apparatus as claimed in claim 1, characterized in that, The electromagnetic base plate (7) is composed of a soft iron core (7-1), a coil support (7-2), an electromagnetic shell (7-3), a screw hole (7-4), a power line hole (7-5), a guide rail (7-6), and a coil (7-7). The coil (7-7) is evenly wound on the coil support (7-2), and the soft iron core (7-1) is inserted in the middle of the coil support (7-2). In addition, it is encapsulated by the electromagnetic shell (7-3) and fixed with screws. The two poles of the coil (7-7) pass through the power line hole (7-5) and are connected to the external power source.

5. The apparatus as claimed in claim 1, characterized in that, With the objective of comparing the retaining effects of pile groups (10-2) and the main body of the slotted dam (10-3) under different opening sizes, the specific operating procedure of this high-efficiency simulation device for impact retaining structures of large deformation flowing soil is as follows: Step 1. Assemble the experimental device by connecting the base plate (1) and the bottom plate (2) of the accumulation area through the hinge (3). Adjust the angle of the two by raising and lowering four hydraulic lifting supports (13) according to the terrain of the slope or the experimental design. Step 2. According to the design requirements of the barrier structure, lay the solid cover plate (6) and the special cover plate (8) on the base plate (1); Step 3. Connect the electromagnetic base plate (7) to a DC power supply, adjust the voltage to generate a sufficiently large electromagnetic attraction, and insert the pile group (10-2) into the special cover plate (8); Step 4. Install and debug the monitoring equipment according to the physical quantities required for the test. Step 5. Fix the baffle (9-1) of storage area I to the bottom plate (1) with pins (9-3), and determine the material ratio and configuration according to the material composition characteristics of the flowing soil on the slope, and fill the storage area I with materials. Step 6. Experimental preparation: Place a clean container with a size twice the cross-section of the chute on the open side of the accumulation zone III to collect the material flowing through the accumulation zone III. Step 7. Start the monitoring equipment and manually loosen the pin (9-3) so that the baffle (9-1) can quickly spring open under the tension of the spring (9-2) to release the material; Step 8. After the soil flow has stabilized, save the monitoring data and measure and photograph the width of the front, middle and rear edges of the slope formed after the soil flow. Step 9. Disconnect the power supply to the electromagnetic base plate (7), remove the monitoring equipment connected to the surface of the pile group (10-2), and remove the pile group (10-2). Step 10. Recover the material in the chute. Starting from one side of storage area I, use a scribing board to clean the material from top to bottom into the container mentioned in step 6. Step 11. Remove the container of recycled material and use a mobile water pipe to flush the water tank from the material source area I to clean the material residue in the chute. Clean the hole where the pin (9-3) is located and the through hole of the special cover plate (8) to prevent the presence of soil particles from making it difficult to insert the pin (9-3). At this point, the simulation test of large deformation flow of the retaining soil of the pile group (10-2) is completed. Next, we will replace the retaining structure of the main body of the jointed dam (10-3): Step 12. Remove the special cover plate (8) in the form of pile group (10-2) and replace it with the special cover plate (8) in the form of slotted dam body (10-3). Step 13. Turn on the power to the electromagnetic base plate (7) and insert the main body (10-3) of the slot dam into the special cover plate (8); Step 14. Pull the bead (10-4-4) and adjust the position of the metal roller shutter (10-4-3) to the designed first opening height. Repeat steps 4-11 above to conduct a barrier effect test for different opening sizes of the main body of the slot dam (10-3). Step 15. After the test, remove the special cover plate (8) and the solid cover plate (6), adjust the height of the four hydraulic lifting brackets (13), rotate them around the limiting pivot (12) until they are parallel to the bottom plate (1), and disconnect the bottom plate (1) from the bottom plate (2) of the stacking area through the hinge (3) for easy storage.

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