Model test device for potential landslide geology double-arch tunnel surrounding rock safety detection under vehicle load

Abstract

The invention belongs to the technical field of rock-soil tunnel construction, and discloses a model test device for potential landslide geology double-arch tunnel surrounding rock safety detection under vehicle load, which comprises a model box, a soil body arranged in the model box, displacement measuring points arranged in the soil body, a built-in tunnel surrounding rock model, soil body measuring points arranged around the tunnel surrounding rock model, a plurality of strain gauges arranged on the inner wall of a tunnel, and a plurality of pressure sensors arranged on the inner wall of the tunnel, vehicle load simulation devices are arranged in the tunnel surrounding rock model at equal intervals, and a plurality of dial indicators are arranged and connected to soil body measuring points through probe rods; one end of the controller is connected with the strain gauge, the other end of the controller is connected with the computer data acquisition system, one end of the signal amplifier is connected with the vehicle load simulation device, and the other end of the signal amplifier is connected with the computer data acquisition system. According to the technical scheme, the test accuracy and reliability can be improved, and powerful technical support is provided for potential landslide geology double-arch tunnel surrounding rock safety detection under the vehicle load.

Description

Technical Field

[0001] The invention belongs to the technical field of rock and soil tunnel construction, and in particular relates to a model test device for safety detection of surrounding rocks of a double-arch tunnel in potential landslide geology under vehicle load. Background Art

[0002] China is currently experiencing a new round of large-scale engineering construction peaks, with more and more energy, transportation, mining and national defense tunnel projects being built in the mountainous areas of central and western China. These areas have complex topography and geology, and highway and railway tunnels often pass through areas with poor geology, which are inevitably affected by geological disasters such as landslides. Since the function of the tunnel itself is to carry vehicles, such geological disasters are more obvious under the repeated effects of vehicle loads, which poses a serious threat to the smooth construction and normal operation of the project.

[0003] Landslide is a natural disaster with great harm. For a long time, this field has been one of the important research directions of scholars from various countries. At present, the research methods for the safety detection of the surrounding rock of double-arch tunnels in potential landslide geology under vehicle load are mainly theoretical analysis, numerical simulation test and field test. Theoretical analysis simplifies the research model through assumptions, but to a certain extent, it cannot accurately consider the complex relationship between double-arch tunnels and landslides; numerical simulation tests generally require the use of large-scale commercial software, and the establishment of numerical models is relatively complex and time-consuming. In addition, due to the limitations of geotechnical testing instruments and equipment, it is difficult to obtain accurate soil physical and mechanical parameters, and the change of soil parameters has a great influence on the numerical simulation results, which is easy to cause deviations in the calculation results. The field monitoring method is one of the means to obtain the safety detection of the surrounding rock of double-arch tunnels in potential landslide geology under vehicle load, but due to the limitations of instruments and equipment and human observation factors, the field test results have certain deviations. Summary of the invention

[0004] The purpose of the present invention is to provide a model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load, so as to solve the problems existing in the above-mentioned prior art.

[0005] To achieve the above object, the present invention provides a model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load, comprising:

[0006] A model box, wherein a soil body is arranged in the model box, displacement measuring points are arranged at different depths in the soil body, a tunnel surrounding rock model is arranged in the soil body, a plurality of soil body measuring points are arranged in the soil body along the four sides of the tunnel surrounding rock model, a plurality of strain gauges are installed on the inner wall of the tunnel in the tunnel surrounding rock model; a plurality of vehicle load simulation devices are arranged in the tunnel surrounding rock model at equal distances based on the length of the tunnel surrounding rock model;

[0007] Dial gauges, wherein a plurality of dial gauges are provided, and each of the dial gauges is connected to each of the soil measuring points through a probe rod;

[0008] A plurality of displacement meters are provided, one end of each displacement meter is fixed to the top plate of the model box, and the other end is connected to each displacement measuring point through a probe rod;

[0009] A controller, one end of which is electrically connected to each of the strain gauges via a wire, and the other end of which is electrically connected to a computer data acquisition system;

[0010] A signal amplifier, one end of which is electrically connected to each of the vehicle load simulation devices, and the other end of which is electrically connected to the computer data acquisition system.

[0011] Optionally, it also includes a camera device arranged on one side of the model box.

[0012] Optionally, the camera device uses a high-definition camera.

[0013] Optionally, the tunnel surrounding rock model adopts a thin aluminum alloy cylinder, including a main road and a ramp, and the inner surfaces of the surrounding rocks in the main road and the ramp are in contact with the output bottom surface of the corresponding vehicle load simulation device; and a plurality of strain gauges are installed on the inner walls of the tunnels in the main road and the ramp.

[0014] Optionally, the vehicle load simulation device uses a vibration exciter.

[0015] Optionally, the model box includes a bottom plate and a top plate, the bottom plate and the top plate are connected by a plurality of side plates, the front side plate and the rear side plate of the model box are both glass side plates, and the left side plate and the right side plate of the model box are both steel plates.

[0016] Optionally, a plurality of through holes are formed on the top plate, and each displacement meter is fixed in a corresponding through hole by an anchor bolt.

[0017] Optionally, the soil body includes a clay layer, several fine sand layers and a sliding body simulation material layer laid sequentially from bottom to top.

[0018] Optionally, a plurality of aluminum alloy thin tubes are buried in the soil body, and the probe rods corresponding to the dial gauges pass through the aluminum alloy thin tubes and are fixed in the corresponding soil body measuring points.

[0019] Optionally, an iron sheet is provided in each soil measuring point, and the probe rod corresponding to each dial indicator is connected to the iron sheet in the corresponding soil measuring point.

[0020] The technical effects of the present invention are:

[0021] The model test device for safety detection of surrounding rock of double-arch tunnel with potential landslide geology under vehicle load provided by the present invention can be handmade, has good extensiveness in relevant scientific research, and the test plan has strong scalability, and can be further applied to the study of the influence effect of double-arch tunnel crossing landslide body under different temperature conditions; the vehicle load simulation device of this test can better simulate vehicle loads of different speeds and sizes and can change the size and frequency of the load more conveniently; the tunnel in this test can simulate the dynamic deformation of shield tunnel under vehicle load in actual engineering; the present invention adopts this set of devices to carry out model test of the influence of double-arch tunnel with potential landslide geology under vehicle load, which can provide good consultation and suggestions for the smooth construction and normal operation of highway and railway tunnel projects, and provide certain theoretical reference for formulating technical standards for safe crossing of tunnels under vehicle load and safety protection measures for landslide bodies.

[0022] The whole system of the present invention can simulate the vibration effect of the tunnel under the action of vehicle load and the influence of landslide on the tunnel surrounding rock through reasonable arrangement and connection, and obtain relevant data through the data acquisition system for analysis and processing, which not only improves the accuracy and reliability of the test, but also enhances the safety and operability of the test process, and provides strong technical support for the safety detection of the surrounding rock of double-arch tunnels with potential landslide geology under vehicle load. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] The drawings constituting a part of the present application are used to provide a further understanding of the present application. The illustrative embodiments and descriptions of the present application are used to explain the present application and do not constitute an improper limitation on the present application. In the drawings:

[0024] Figure 1 Schematic diagram of the structure of the test device in the model box in an embodiment of the present invention;

[0025] Figure 2 Schematic diagram of the arrangement of measuring points of resistance strain gauges in a tunnel in an embodiment of the present invention;

[0026] Figure 3 is a cross-sectional view of a tunnel surrounding rock model in an embodiment of the present invention;

[0027] Figure 4 A diagram showing a specific working condition in an embodiment of the present invention;

[0028] Figure 5 It is a diagram of the arrangement of measuring points of a dial indicator in an embodiment of the present invention;

[0029] Figure 6 is a layout diagram of a displacement meter in an embodiment of the present invention;

[0030] Explanation of reference numerals: 1. steel plate; 2. tempered glass; 3. steel plate with holes on the side; 4. steel plate with holes on the top; 5. model of tunnel surrounding rock; 6. first fine sand layer; 7. second fine sand layer; 8. first electric vibrator; 9. second electric vibrator; 10. third electric vibrator; 11. first probe rod; 12. second probe rod; 13. third probe rod; 14. fourth probe rod; 15. fifth probe rod; 16. sixth probe rod; 17. seventh probe rod; 18. eighth probe rod; 19. ninth probe rod; 20. tenth probe rod; 21. eleventh probe rod; 22. twelfth probe rod; 23. thirteenth probe rod; 24. fourteenth probe rod; 25. fifteenth probe rod; 26. sixteenth probe rod; 27. seventeenth probe rod; 28. eighteenth probe rod; 29. 19th probe; 30, 20th probe; 31, 21st probe; 32, 22nd probe; 33, 23rd probe; 34, 24th probe; 35, 25th probe; 36, 26th probe; 37, 27th probe; 38, 28th probe; 39, 29th probe; 40, 30th probe; 41, 31st probe; 42, 32nd probe; 43, 33rd probe; 44, 34th probe; 45, 35th probe; 46, 36th probe; 47, 37th probe; 48, 38th probe; 49, 39th probe; 50, 40th probe; 51, 41st probe; 52, 42nd probe; 53, 43rd probe; 54, 45th probe; 46, 36th probe; 47, 37th probe; 48, 38th probe; 49, 39th probe; 50, 40th probe; 51, 41st probe; 52, 42nd probe; 53, 43rd probe; 54, 45th probe; The fourth probe rod; 55, the 45th probe rod; 56, the 46th probe rod; 57, the 47th probe rod; 58, the 48th probe rod; 59, the 49th probe rod; 60, the 50th probe rod; 61, the 51st probe rod; 62, the 52nd probe rod; 63, the 53rd probe rod; 64, the 54th probe rod; 65, the first aluminum alloy capillary tube; 66, the second aluminum alloy capillary tube; 67, the first resistance strain gauge; 68, the second resistance strain gauge; 69, the third resistance strain gauge; 70, the fourth resistance strain gauge; 71, the fifth resistance strain gauge; 72, the sixth resistance strain gauge; 73, the seventh resistance strain gauge; 74, the eighth resistance strain gauge; 75, the ninth resistance strain gauge; 76, the tenth resistance strain gauge; 77, the eleventh resistance strain gauge; 78 , the twelfth resistance strain gauge; 79, the thirteenth resistance strain gauge; 80, the fourteenth resistance strain gauge; 81, the fifteenth resistance strain gauge; 82, the sixteenth resistance strain gauge; 83, the seventeenth resistance strain gauge; 84, the eighteenth resistance strain gauge; 85, the nineteenth resistance strain gauge; 86, the twentieth resistance strain gauge; 87, the twenty-first resistance strain gauge; 88, the twenty-second resistance strain gauge; 89, the twenty-third resistance strain gauge; 90, the twenty-fourth resistance strain gauge; 91, the first wire; 92, the second wire; 93, the third wire; 94, the fourth wire; 95, the fifth wire; 96, the sixth wire; 97, the seventh wire; 98, the eighth wire; 99, the ninth wire; 100, the tenth wire; 101, the eleventh wire;102, the twelfth wire; 103, the thirteenth wire; 104, the fourteenth wire; 105, the fifteenth wire; 106, the sixteenth wire; 107, the seventeenth wire; 108, the eighteenth wire; 109, the nineteenth wire; 111, the twentieth wire; 112, the twenty-first wire; 113, the twenty-second wire; 114, the twenty-third wire; 115, the controller; 116, the signal amplifier. ; DETAILED DESCRIPTION

[0031] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0032] It should be noted that, in the absence of conflict, the embodiments and features in the embodiments of the present application can be combined with each other. The present application will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0033] Embodiment 1

[0034] like Figure 1-Figure 6 As shown, in this embodiment, a model test device for safety detection of surrounding rock of double-arch tunnel in potential landslide geology under vehicle load is provided, comprising:

[0035] A model box, wherein a soil body is arranged inside the model box, displacement measuring points are arranged at different depths in the soil body, a tunnel surrounding rock model 5 is arranged inside the soil body, a plurality of soil body measuring points are arranged around the tunnel surrounding rock model 5 inside the soil body, a plurality of strain gauges are installed on the inner wall of the tunnel inside the tunnel surrounding rock model 5; a plurality of vehicle load simulation devices are arranged at equal distances inside the tunnel surrounding rock model 5 based on the length of the tunnel surrounding rock model 5;

[0036] Dial gauges, wherein a plurality of dial gauges are provided, and each of the dial gauges is connected to each of the soil measuring points through a probe rod;

[0037] A plurality of displacement meters are provided, one end of each displacement meter is fixed to the top plate of the model box, and the other end is connected to each displacement measuring point through a probe rod;

[0038] A controller 115, one end of which is electrically connected to each of the strain gauges via a wire, and the other end of which is electrically connected to a computer data acquisition system;

[0039] A signal amplifier 116 , one end of which is electrically connected to each of the vehicle load simulation devices, and the other end of which is electrically connected to the computer data acquisition system.

[0040] The model test device for the safety detection of the surrounding rock of a double-arch tunnel with potential landslide geology under vehicle load provided in this embodiment can be handmade, has good popularity in relevant scientific research, and the test plan has strong scalability, and can be further applied to the study of the impact effect of a double-arch tunnel crossing a landslide body under different temperature conditions; the vehicle load simulation device of this test can better simulate vehicle loads of different speeds and sizes and can more conveniently change the size and frequency of the load; the tunnel in this test can simulate the dynamic deformation of a shield tunnel under vehicle load in an actual project; this embodiment uses this set of equipment to carry out a model test of the impact of a double-arch tunnel with potential landslide geology under vehicle load, which can provide good consultation and suggestions for the smooth construction and normal operation of highway and railway tunnel projects, and provide a certain theoretical reference for the formulation of technical standards for the safe crossing of tunnels through landslide bodies under vehicle loads and safety protection measures for landslide bodies.

[0041] The purpose of this embodiment is to overcome the shortcomings of the prior art and propose a model test device for the safety detection of the surrounding rock of a double-arch tunnel with potential landslide geology under vehicle load, so as to simulate the safety detection of the surrounding rock of a double-arch tunnel with potential landslide geology under vehicle load, accurately measure the displacement change of the landslide surface and the strain of the tunnel surrounding rock and analyze them.

[0042] The present embodiment relates to a model test device for safety detection of surrounding rock of a double-arch tunnel with potential landslide geology under vehicle load, wherein a tunnel surrounding rock model 5 is placed inside the soil in the model box, parallel to the short side of the model box; a plurality of earth pressure boxes are fixed inside the soil and connected to a strain gauge, which is connected to a computer data acquisition system; a plurality of dial indicators are connected to the probe through a probe rod of a flexible thin wire passing through an aluminum alloy thin tube pre-buried inside the soil; a plurality of resistance strain gauges are horizontally pasted on the simulated surrounding rock of the tunnel and connected to the strain gauge; an electric vibrator is fixed inside the tunnel surrounding rock model 5 and connected to a power amplifier for combined use, and a signal amplifier 116 is connected to a computer data acquisition system. The present embodiment can conveniently and effectively simulate the model test device for the influence of a potential landslide geological tunnel under vehicle load, and has important reference value for formulating technical standards for safe passage of tunnels through landslide bodies under vibration force and safety protection measures for landslide bodies.

[0043] The specific implementation process of this embodiment is as follows:

[0044] Firstly, a model box, a tunnel surrounding rock model, a vehicle load simulation device, a displacement meter bracket, a plurality of resistance strain gauges and a data receiving device are made.

[0045] The model box adopts rigid sealing. The main frame of the model box is welded by steel plates and equilateral angle steels. The model box is enclosed by steel plates in the horizontal vibration direction. The long sides are transparent fiberglass. Holes are drilled on the left and right side steel plates for connecting test instruments.

[0046] Figure 1 Schematic diagram of the test device in the model box in this embodiment, as shown in FIG. Figure 1 As shown, the model box is rectangular in shape, with an internal space size of 2000mm×1500mm×1300mm (length×width×height). It is made of a 20mm thick steel plate 1 as the bottom, and the two long sides are made of 20mm thick tempered glass 2. The left and right sides are 20mm thick side perforated steel plates 3. The bottom is connected to the steel plate 1, and the top surface is a 20mm thick top surface perforated steel plate 4. Anchor holes are arranged around the top to facilitate the fixing of the displacement meter bracket. The tunnel surrounding rock model 5 is a thin aluminum alloy cylinder with a main road diameter of 150mm and a ramp diameter of 110mm. It is made of multiple thin aluminum alloy plates. It is placed inside the soil in the model box and the center is 450mm away from the inside of the left side perforated steel plate 3. The lowest point of the surrounding rock is 520mm away from the inside of the bottom steel plate 1 and is parallel to the short side of the model box. The vehicle load simulation device is placed inside the tunnel surrounding rock model at equal distances according to the length of the tunnel surrounding rock model, as shown in the figure. Figure 4 As shown, from left to right are the first to third electric vibrators 8, 9, 10, which are then connected to the signal amplifier 116 and connected to the computer data acquisition system. The power amplifier controls and adjusts the frequency and size of the vehicle load of each electric vibrator, thereby simulating the impact of the tunnel crossing the landslide body on the surrounding soil under different frequencies or different sizes of vehicle loads. The first aluminum alloy thin tube 65 is embedded 50mm above the tunnel, and the probe rod 14 of the flexible thin wire is inserted inside. One end of the probe rod 14 of the flexible thin wire is buried in the soil measurement point above the tunnel, and the other end is connected to the dial indicator; the second aluminum alloy thin tube 66 is embedded 50mm below the tunnel, and the probe rod 15 of the flexible thin wire is inserted inside. One end of the probe rod 15 of the flexible thin wire is buried in the soil measurement point below the tunnel, and the other end is connected to the dial indicator; the first to second fine sand layers 6, 7 are evenly spread when they are laid on the soil layer to simulate dangerous sliding surfaces.

[0047] Figure 2 FIG. 2 is a diagram showing the arrangement of the resistance strain gauge measuring points in the tunnel of this embodiment. Figure 2 As shown, resistance strain gauges are arranged on the upper, lower and left and right walls of the main road and ramp, with a total of 24. The first to twenty-fourth resistance strain gauges are 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 78, 79, 80, 81, 82, 83, 84, 85, 86, 87, 88, 89, 90. The resistance strain gauges are distributed in four sections, six on each section. The first tunnel monitoring section is Figure 2On the left side, the monitoring points of the first to sixth resistance strain gauges 67, 68, 69, 70, 71, and 72 are distributed 180 mm apart, such as Figure 3 As shown, the first resistance strain gauge 67 is placed at the same height as the tunnel axis on the left side, and the lead wire 91 is connected to the controller 115 and then connected to the computer data acquisition system. The sixth resistance strain gauge 72 is placed at the same height as the tunnel axis on the right side, and the lead wire 96 is connected to the controller 115 and then connected to the computer data acquisition system. The second and third resistance strain gauges 68 and 69 are respectively located at the bottom and top of the vertical axis of the tunnel, and the lead wires 92 and 93 are connected to the controller 115 and then connected to the computer data acquisition system. The fourth and fifth resistance strain gauges 70 and 71 are respectively located at the bottom and top of the vertical axis of the tunnel, and the lead wires 94 and 95 are connected to the controller 115 and then connected to the computer data acquisition system. The second tunnel monitoring section is located at Figure 2 At 380 mm to the right of the first monitoring section, there are monitoring points of the seventh to twelfth resistance strain gauges 73, 74, 75, 76, 77, and 78. The seventh resistance strain gauge 73 is placed at the same height as the tunnel axis on the left side, and the lead wire 97 is connected to the controller 115 and then connected to the computer data acquisition system. The twelfth resistance strain gauge 78 is placed at the same height as the tunnel axis on the right side, and the lead wire 102 is connected to the controller 115 and then connected to the computer data acquisition system. The eighth and ninth resistance strain gauges 74 and 75 are respectively located at the lowest and highest positions of the vertical axis of the tunnel, and the lead wires 98 and 99 are connected to the controller 115 and then connected to the computer data acquisition system. The tenth and eleventh resistance strain gauges 76 and 77 are respectively located at the lowest and highest positions of the vertical axis of the tunnel, and the lead wires 100 and 101 are connected to the controller 115 and then connected to the computer data acquisition system. The third tunnel monitoring section is located at Figure 2 At 380 mm to the right of the second monitoring section, there are monitoring points of the thirteenth to eighteenth resistance strain gauges 79, 80, 81, 82, 83, and 84. The thirteenth resistance strain gauge 79 is placed at the same height as the tunnel axis on the left side, and the lead wire 103 is connected to the controller 115 and then connected to the computer data acquisition system. The eighteenth resistance strain gauge 84 is placed at the same height as the tunnel axis on the right side, and the lead wire 108 is connected to the controller 115 and then connected to the computer data acquisition system. The fourteenth and fifteenth resistance strain gauges 80 and 81 are respectively located at the bottom and top of the vertical axis of the tunnel, and the lead wires 104 and 105 are connected to the controller 115 and then connected to the computer data acquisition system. The sixteenth and seventeenth resistance strain gauges 82 and 83 are respectively located at the bottom and top of the vertical axis of the tunnel, and the lead wires 106 and 107 are connected to the controller 115 and then connected to the computer data acquisition system; the fourth tunnel monitoring section is located at Figure 2At 380 mm on the right side of the third monitoring section, there are monitoring points of the 19th to 24th resistance strain gauges 85, 86, 87, 88, 89, and 90. The 19th resistance strain gauge 85 is placed on the left side at the same height as the tunnel axis, and the lead wire 109 is connected to the controller 115 and then to the computer data acquisition system. The 24th resistance strain gauge 90 is placed on the right side at the same height as the tunnel axis, and the lead wire 114 is connected to the controller 115 and then to the computer data acquisition system. The 20th and 21st resistance strain gauges 86 and 87 are respectively located at the lowest and highest points of the vertical axis of the tunnel, and the lead wires 110 and 111 are connected to the controller 115 and then to the computer data acquisition system. The 22nd and 23rd resistance strain gauges 88 and 89 are respectively located at the lowest and highest points of the vertical axis of the tunnel, and the lead wires 112 and 113 are connected to the controller 115 and then to the computer data acquisition system.

[0048] Figure 4 This is a specific working condition setting diagram of this embodiment, in which the three main lanes are set for cars, trucks and buses respectively; the two ramp lanes are set for trailers and small trucks respectively, and the vehicle parameters are set according to the Chinese national standards. In the embodiment, the vibration of the five vehicle types at three different speeds of 50km / h, 80km / and 120km / h is simulated by using the vibration of the exciter.

[0049] Figure 5 FIG. 2 is a diagram showing the arrangement of measuring points of the dial gauge in the embodiment of the present invention. Figure 4 As shown, the lowest point of the tunnel model 5 is 520 mm away from the upper surface of the steel plate 1. Probes 14, 15, 21, 22, 28, and 29 are placed in corresponding displacement measurement holes inside the soil, wherein the displacement measurement hole center of the probe 14 is located 50 mm above the vertex of the tunnel model 5 and 375 mm from the inner side of the left tempered glass 2, the displacement measurement hole center of the probe 15 is located 50 mm below the vertex of the tunnel model 5 and 375 mm from the inner side of the left tempered glass 2, the displacement measurement hole centers of the probes 21 and 22 are located right to the displacement measurement holes of the probes 14 and 15, respectively, and the hole center distance is 375 mm, and the measurement holes 28 and 29 are located right to the probes 21 and 22 and the displacement measurement holes, respectively, and the hole center distance is 375 mm. The displacement measuring holes of probe rods 11-13, 16-20, 23-27, and 30-46 are all reserved holes of the dial gauge probe rod corresponding to the measuring points of the sliding surface. The displacement measuring hole of probe rod 13 is located above the displacement measuring hole of probe rod 14 and the vertical distance between the hole centers is 50 mm and is aligned with the displacement measuring hole of probe rod 14. Figure 1 The distance from the inner side of the left side perforated steel plate 3 is 150mm, the displacement measuring hole of the probe rod 12 is located above the displacement measuring hole of the probe rod 13 and the vertical distance between the hole center and the probe rod 13 is 100mm. Figure 1The distance from the inner side of the left side hole steel plate 3 is 100mm, the displacement measuring hole of the probe rod 11 is located above the displacement measuring hole of the probe rod 12 and the vertical distance between the hole center and the probe rod 12 is 100mm. Figure 1 The distance from the inner side of the left side hole steel plate 3 is 50mm, the displacement measuring hole of the probe rod 16 is located below the displacement measuring hole of the probe rod 15 and the vertical distance between the hole center and the inner side is 100mm. Figure 1 The distance from the inner side of the left side hole steel plate 3 is 550mm, the displacement measuring hole of the probe rod 17 is located below the displacement measuring hole of the probe rod 16 and the vertical distance between the hole center and the displacement measuring hole center is 100mm. Figure 1 The distance from the inner side of the perforated steel plate 3 on the left side is 700mm. The displacement measuring holes of probe rods 18, 19, 20, 23, and 24 are located to the right of the displacement measuring holes of probe rods 11, 12, 13, 16, and 17, and the distance between the centers of the holes is 375mm. The displacement measuring holes of probe rods 25, 26, 27, 30, and 31 are located to the right of the displacement measuring holes of probe rods 18, 19, 20, 23, and 24, and the distance between the centers of the holes is 375mm. The measuring hole center of probe rod 35 is located 50mm above the vertex of the tunnel model 5 and 375mm from the inner side of the left tempered glass 2 and is aligned with the center of the probe rod 35. Figure 1 The inner side distance of the left side perforated steel plate 3 is 600mm, the displacement measuring hole of the probe rod 34 is located above the displacement measuring hole of the probe rod 35 and the vertical distance between the hole center and the probe rod 35 is 50mm. Figure 1 The distance from the inner side of the left side perforated steel plate 3 is 550mm, the displacement measuring hole of the probe rod 33 is located above the displacement measuring hole of the probe rod 34 and the vertical distance between the hole center and the probe rod 34 is 100mm. Figure 1 The distance from the inner side of the left side perforated steel plate 3 is 500mm, the displacement measuring hole of the probe rod 32 is located above the displacement measuring hole of the probe rod 33 and the vertical distance between the hole center and the probe rod 33 is 100mm. Figure 1 The distance from the inner side of the left side perforated steel plate 3 is 450mm, and the displacement measuring hole center of the probe rod 36 is located 50mm below the vertex of the tunnel model 5 and 375mm away from the inner side of the left tempered glass 2 and is connected to the tunnel model 5. Figure 1 The inner side distance of the left side perforated steel plate 3 is 700mm. The displacement measuring holes of probe rods 37, 38, 39, 40, and 41 are respectively located to the right of the displacement measuring holes of probe rods 32, 33, 34, 35, and 36, and the hole center distance is 375mm. The displacement measuring holes of probe rods 42, 43, 44, 45, and 46 are respectively located to the right of the displacement measuring holes of probe rods 37, 38, 39, 40, and 41, and the hole center distance is 375mm (Note: The number of dial indicators can be adjusted according to the research project and accuracy)

[0050] Start filling clay into the model box. When the soil layer thickness reaches 200 mm, gradually pile up the left side of the model box to make a slide bed. At the same time, lay the fine sand layer 7 at an appropriate angle and in an appropriate position, and fill the slide simulation material (saturated sand and mudstone) on top of the fine sand layer. When the thickness reaches 270 mm, fix three iron sheets on the fine sand layer 7, one at a distance of 1.5 meters. Figure 2 375mm inside the left tempered glass 2, one at the center and the other at a distance of Figure 2 At 375 mm inside the right tempered glass 2, dial indicators are drawn out respectively, and the ends of the probes 17, 24, and 31 are fixed on the three iron sheets respectively; when the thickness is filled to 370 mm, three iron sheets are fixed on the fine sand layer 7, one at a distance of Figure 2 375mm inside the left tempered glass 2, one at the center and the other at a distance of Figure 2 At 375 mm inside the right tempered glass 2, dial indicators are respectively brought out, and the ends of the probes 16, 23, and 30 are respectively fixed on the three iron sheets. At the same time, the fine sand layer 6 is fixed at an appropriate angle and in an appropriate position, and the upper sliding body simulation material (the sliding body simulation material is prepared by coarse sand, talcum powder and water) is filled on the fine sand layer; when the thickness is filled to 470 mm, three aluminum alloy thin tubes are buried 50 mm below the tunnel model 5 and three iron sheets are fixed on the fine sand layer 6, one piece (root) is at a distance of 1. Figure 2 375mm inside the left tempered glass 2, one piece is at the center and the other is at the distance Figure 2 At 375mm inside the right tempered glass 2, three iron sheets fixed on the fine sand layer 6 lead out the dial indicator respectively, and the ends of the probe rods 36, 41, and 46 are fixed on the three iron sheets respectively, and the three aluminum alloy thin tubes buried 50mm below the tunnel model 5 are respectively penetrated by the flexible filament probe rods 15, 22, and 29, one end of the flexible filament probe rod is fixed inside the sliding body, and the other end is connected to the dial indicator; when the filling reaches 520mm, the tunnel construction simulation device is put in, and when the filling reaches 720mm thick, three aluminum alloy thin tubes are buried 50mm above the tunnel model 5 and three iron sheets are fixed on the fine sand layer 6, one piece (root) is at a distance of 1. Figure 2 375mm inside the left tempered glass 2, one piece is at the center and the other is at the distance Figure 2 At 375 mm inside the right tempered glass 2, three iron sheets fixed on the fine sand layer 6 lead out the dial indicator respectively, and the ends of the probe rods 35, 40, and 45 are fixed on the three iron sheets respectively. The three aluminum alloy thin tubes buried 50 mm above the tunnel model 5 are respectively penetrated with the flexible filament probe rods 14, 21, and 28. One end of the filament probe rod is fixed inside the sliding body, and the other end is connected to the dial indicator. When the filling is 770 mm thick, three iron sheets are fixed on the fine sand layer 7 and the fine sand layer 6 respectively, and one is at a distance of 100 mm. Figure 2375mm inside the left tempered glass 2, one at the center and the other at a distance of Figure 2 At 375mm inside the right tempered glass 2, dial indicators are led out respectively, and the three iron sheets fixed on the fine sand layer 7 are connected to the ends of the probe rods 13, 20, and 27 respectively, and the three iron sheets fixed on the fine sand layer 6 are connected to the ends of the probe rods 34, 39, and 44 respectively; when the thickness is filled to 870mm, three iron sheets are fixed on the fine sand layer 7 and the fine sand layer 6 respectively, and the three iron sheets fixed on the fine sand layer 7 are connected to the ends of the probe rods 12, 19, and 26 respectively, and the three iron sheets fixed on the fine sand layer 6 are connected to the ends of the probe rods 33, 38, and 43 respectively; when the thickness is filled to 970mm, three iron sheets are fixed on the fine sand layer 7 and the fine sand layer 6 respectively, and the three iron sheets fixed on the fine sand layer 7 are connected to the ends of the probe rods 11, 18, and 25 respectively, and the three iron sheets fixed on the fine sand layer 6 are connected to the ends of the probe rods 32, 37, and 42 respectively. Continue to pile up the filling soil. When the thickness of the soil at the left end reaches 1100mm, the fine sand layer touches the wooden board on the left side of the model box, and the filling is completed. At this time, the tunnel passes through the landslide body.

[0051] Figure 6 FIG. 2 is a layout diagram of the displacement meter in the embodiment of the present invention. Figure 5As shown, the displacement meter is fixed to the top surface 4 of the model box by anchor bolts. The top surface 4 of the model box is provided with 18 reserved small holes with an outer diameter of 35 mm, which are convenient for fixing the displacement meter. The center of the displacement measuring hole of the probe rod 59 is 285 mm away from the left outer edge of the bracket and 375 mm away from the upper outer edge of the bracket. The displacement measuring hole of the probe rod 60 is located to the right of the displacement measuring hole of the probe rod 59 and the hole center distance is 285 mm. The displacement measuring hole of the probe rod 61 is located to the right of the displacement measuring hole of the probe rod 60 and the hole center distance is 285 mm. The displacement measuring hole of the probe rod 62 is located to the right of the displacement measuring hole of the probe rod 60 and the hole center distance is 285 mm. The displacement measuring hole of probe rod 61 is located to the right of the displacement measuring hole of probe rod 61 and the hole center distance is 285mm. The displacement measuring hole of probe rod 63 is located to the right of the displacement measuring hole of probe rod 62 and the hole center distance is 285mm. The displacement measuring hole of probe rod 64 is located to the right of the displacement measuring hole of probe rod 63 and the hole center distance is 285mm. The displacement measuring hole of probe rod 53 is located directly below the displacement measuring hole of probe rod 59 and the hole center distance is 375mm. The displacement measuring hole of probe rod 54 is located directly below the displacement measuring hole of probe rod 60 and the hole center distance is 375mm. The displacement measuring hole is located directly below the displacement measuring hole of probe rod 61 and the hole center distance is 375mm. The displacement measuring hole of probe rod 56 is located directly below the displacement measuring hole of probe rod 62 and the hole center distance is 375mm. The displacement measuring hole of probe rod 57 is located directly below the displacement measuring hole of probe rod 63 and the hole center distance is 375mm. The displacement measuring hole of probe rod 58 is located directly below the displacement measuring hole of probe rod 64 and the hole center distance is 375mm. The displacement measuring hole of probe rod 47 is located directly below the displacement measuring hole of probe rod 53 and the hole center distance is 375mm. The displacement hole of probe 8 is located directly below the displacement hole of probe 54 and the hole center distance is 375mm, the displacement hole of probe 49 is located directly below the displacement hole of probe 55 and the hole center distance is 375mm, the displacement hole of probe 50 is located directly below the displacement hole of probe 56 and the hole center distance is 375mm, the displacement hole of probe 51 is located directly below the displacement hole of probe 57 and the hole center distance is 375mm, and the displacement hole of probe 52 is located directly below the displacement hole of probe 58 and the hole center distance is 375mm. (Note: The number of displacement meters can be adjusted according to the research project and accuracy) 14 displacement meters are fixed on the soil surface through the displacement meter bracket to measure the settlement value at the surface, 4 displacement meters are inserted 300mm below the surface, and 2 displacement meters are inserted 900mm below the surface to measure the settlement value of the deep soil. Each displacement meter should be kept vertically upward and fixed in the horizontal direction.

[0052] The following lists the situations in which simulations were performed using the model box of this embodiment.

[0053] After the model box is made, the vibrator is installed. The bottom surface of the vibrator output directly contacts the inner surface of the tunnel surrounding rock, and the base of the vibrator is kept stationary in space during the excitation. Then it is connected to the signal amplifier and controlled by a computer. After the vibrator is installed, the eccentricity, eccentric block mass and frequency of the vibrator are adjusted through computer operation to make the excitation system produce dynamic stress by coupling vibration with the tunnel surrounding rock. When the tunnel surrounding rock and the surrounding soil are subjected to the exciting force, forced vibration is generated. By continuously changing the frequency of the vibrator, the amplitude-frequency characteristic curve of the tunnel surrounding rock can be obtained. Then, the relevant data can be obtained through the data acquisition system. After analysis and processing, the tunnel amplitude, the displacement of the surrounding soil, the displacement of the sliding surface and the influence of the tunnel surrounding rock can be obtained.

[0054] During the slope sliding down, the digital camera conducts fixed-point tracking and shooting of the entire test process, records the deformation and displacement of the slope, and then measures the displacement of each landmark point through the single-frame imaging method.

[0055] The above-mentioned embodiment of the present invention uses a model test device for the influence of potential landslide geological tunnels under vehicle loads to obtain the influence of vehicle loads of different frequencies and sizes on potential landslide geological tunnels, thereby achieving the technical effect of accurately measuring the deformation of the tunnel surrounding rock, the displacement of the landslide surface, the settlement of the surface soil and the displacement of the deep soil caused by the tunnel passing through the landslide body under the action of vehicle loads.

[0056] The above is only a preferred specific implementation of the present application, but the protection scope of the present application is not limited thereto. Any changes or substitutions that can be easily thought of by a person skilled in the art within the technical scope disclosed in the present application should be included in the protection scope of the present application. Therefore, the protection scope of the present application should be based on the protection scope of the claims.

Claims

1. A model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load, characterized in that: include: A model box, wherein a soil body is arranged inside the model box, displacement measuring points are arranged at different depths in the soil body, a tunnel surrounding rock model (5) is arranged inside the soil body, a plurality of soil body measuring points are arranged around the tunnel surrounding rock model (5) inside the soil body, a plurality of strain gauges are installed on the inner wall of the tunnel inside the tunnel surrounding rock model (5); and a plurality of vehicle load simulation devices are arranged at equal distances inside the tunnel surrounding rock model (5) based on the length of the tunnel surrounding rock model (5); A plurality of dial indicators are provided, each of which is connected to each soil measurement point through a probe rod; A plurality of displacement meters are provided, one end of each displacement meter is fixed to the top plate of the model box, and the other end is connected to each displacement measurement point through a probe rod; A controller (115), one end of the controller (115) being electrically connected to each of the strain gauges via a wire, and the other end of the controller (115) being electrically connected to a computer data acquisition system; A signal amplifier (116), one end of the signal amplifier (116) is electrically connected to each of the vehicle load simulation devices, and the other end is electrically connected to the computer data acquisition system.

2. A model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load according to claim 1, characterized in that: It also includes a camera device arranged on one side of the model box.

3. The model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load according to claim 2 is characterized in that: The camera device adopts a high-definition camera.

4. The model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load according to claim 1 is characterized in that: The tunnel surrounding rock model (5) adopts a thin aluminum alloy cylinder, including a main road and a ramp, the inner surfaces of the surrounding rocks in the main road and the ramp are in contact with the output bottom surface of the corresponding vehicle load simulation device; and a plurality of strain gauges are installed on the inner walls of the tunnels in the main road and the ramp.

5. The model test device for safety detection of surrounding rock of double-arch tunnel in potential landslide geology under vehicle load according to claim 1 is characterized in that: The vehicle load simulation device adopts a vibration exciter.

6. The model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load according to claim 1 is characterized in that: The model box comprises a bottom plate and a top plate, the bottom plate and the top plate are connected by a plurality of side plates, the front side plate and the rear side plate of the model box are both glass side plates, and the left side plate and the right side plate of the model box are both made of steel plates.

7. The model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load according to claim 1 is characterized in that: The top plate is provided with a plurality of through holes, and each displacement meter is fixed in a corresponding through hole by an anchor bolt.

8. The model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load according to claim 1 is characterized in that: The soil body comprises a clay layer, a plurality of fine sand layers and a sliding body simulation material layer which are laid sequentially from bottom to top.

9. The model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load according to claim 1 is characterized in that: A plurality of aluminum alloy thin tubes are also buried in the soil body, and the probe rods corresponding to the dial gauges pass through the aluminum alloy thin tubes and are fixed in the corresponding soil body measuring points.

10. The model test device for safety detection of surrounding rock of double-arch tunnels in potential landslide geology under vehicle load according to claim 1, characterized in that: An iron sheet is arranged in each soil measuring point, and the probe rod corresponding to each dial gauge is connected to the iron sheet in the corresponding soil measuring point.

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