Multi-path seepage shield tunneling test device considering dynamic water and dynamic load effects

Abstract

The invention relates to a multi-path seepage shield tunneling test device considering dynamic water and dynamic load effects, which comprises a model box, the interior of the model box is filled with a test soil body, the two opposite side surfaces and the bottom surface of the model box are provided with water storage tanks communicated with the interior of the model box, through holes are formed in the corresponding positions of the side without the water storage tanks, and flanges are arranged at the through holes; the circulating variable-height constant-water-level control system is communicated with the water storage tank through an output end and an input end; one end of the shield tunneling device is detachably connected with the flange, and the other end of the shield tunneling device is buried in the test soil body; and the output end of the power loading system is arranged above the test soil body. According to the invention, the construction environment that the shield tunnel underpasses the urban traffic road in the underground dynamic water environment is effectively simulated, a model test system considering the coupling effect of underground dynamic water, ground dynamic load and shield construction is established, and a more perfect and more accurate model system is provided for researching the fine particle migration rule and collapse mechanism under shield tunnel excavation.

Description

Technical Field

[0001] The present application relates to the technical field of shield tunnel construction, and in particular to a multi-path seepage shield tunneling test device that takes into account the effects of dynamic water and dynamic loads. Background Art

[0002] The gravel stratum is a typical mechanically unstable stratum. In the absence of water, the particles transmit force point to point, and the stratum reacts sensitively. During shield tunneling, the contact pressure between the cutter head and the gravel stratum is unequal, which causes the cutter head to vibrate. Under the action of the jacking force, it is easy to collapse, causing surrounding rock disturbance and stratum deformation. The gravel stratum has uneven particle size, large porosity, poor adhesion, and good permeability. During the shield construction process, due to the large porosity of the gravel soil, the stratum gradually becomes dense after the shield tunneling disturbance, resulting in soil loss and surface settlement.

[0003] Seepage during tunnel construction mainly occurs in water-bearing sections. When construction is carried out on this section, the original groundwater conditions will change, destroying its seepage conditions. Groundwater will flow out from some locations in the tunnel, eventually leading to water gushing disasters and forming seepage. Some rock masses will dissolve cementing materials when they come into contact with water, causing some fine particles in the rock mass to melt, thereby softening the rock mass and eventually reducing its strength; some rock masses will reduce their strength due to chemical reactions between some substances in the rock mass and water; some rock masses will reduce their strength due to deformation or destruction of objects in the rock mass becoming smooth when they come into contact with water.

[0004] Therefore, shield tunnel model devices are often used to simulate shield excavation in order to reduce the occurrence of engineering accidents. However, some existing shield tunnel model devices often only consider a single working condition. However, in the actual shield tunnel construction process, multiple factors are coupled to affect the shield excavation, such as seepage, dynamic load disturbance, etc. Considering only a single working condition factor is inconsistent with the actual situation. Therefore, this type of device cannot truly simulate the shield excavation process under the coupling of dynamic water and dynamic load in sandy and gravel strata. Summary of the invention

[0005] Based on this, it is necessary to provide a multi-path seepage shield excavation test device that considers the effects of dynamic water and dynamic loads, so as to overcome the defect that the existing shield tunnel model device only considers a single factor and cannot truly simulate the shield excavation process under the coupling of dynamic water and dynamic loads in sandy and gravel strata.

[0006] A multi-path seepage shield tunneling test device considering dynamic water and dynamic load, comprising:

[0007] A model box, the interior of which is filled with test soil, the opposite sides and the bottom of the model box are provided with water storage tanks connected to the interior thereof, and a through hole is provided at a position corresponding to the side without the water storage tank, and a flange is provided at the through hole;

[0008] A circulating variable height constant water level control system is connected to the water storage tank through the output end and the input end. Water seeps into the test soil through the output end and then flows back through the input end.

[0009] A shield tunnel boring device, one end of which is detachably connected to a flange and the other end of which is buried in the test soil;

[0010] The power loading system has an output end located above the test soil.

[0011] As a preferred embodiment of the multi-path seepage shield tunneling test device considering the effects of dynamic water and dynamic loads in the present invention, the water tank includes a first water tank, a second water tank and a third water tank, the first water tank and the second water tank are relatively arranged on two sides of the water tank, the first water tank is provided with an upper water inlet hole, the second water tank is provided with an overflow hole, the third water tank is arranged at the bottom of the model box, and a lower water inlet hole is provided on the side away from the second water tank, and a removable perforated water-permeable plate or a water retaining plate is provided on the side of the first water tank, the second water tank and the third water tank that are connected to the inside of the model box.

[0012] As a preferred embodiment of the multi-path seepage shield tunneling test device considering the effects of dynamic water and dynamic loads in the present invention, air holes are provided on the upper parts of the first water tank and the second water tank, and the first water tank, the second water tank and the third water tank are provided with pressure gauges.

[0013] As a preferred embodiment of the multi-path seepage shield tunneling test device considering the dynamic water and dynamic load effects in the present invention, a partition assembly is provided inside the model box near the second water storage tank side.

[0014] As a preferred embodiment of the multi-path seepage shield tunneling test device considering the effects of dynamic water and dynamic loads in the present invention, a data acquisition system is provided in the test soil body, which includes an external control end and a pore water pressure sensor, an earth pressure box, an electromagnetic flowmeter, an underground displacement meter and a surface displacement meter electrically connected thereto, the pore water pressure sensor and the earth pressure box are buried in the test soil body, the electromagnetic flowmeter is arranged in the overflow hole, the underground displacement meter is buried in the middle of the test soil body, and the surface displacement meter is arranged at the top of the test soil body.

[0015] As a preferred embodiment of the multi-path seepage shield tunneling test device considering the effects of dynamic water and dynamic loads in the present invention, the circulating variable height constant water level control system includes a fixed water tank and a variable height constant pressure water supply tank, the fixed water tank is arranged below the variable height constant pressure water supply tank, the variable height constant pressure water supply tank is connected to the fixed water tank through an automatic traction device, the fixed water tank is connected to the overflow hole through a first water pipe, and it is also connected to the water tank inlet of the variable height constant pressure water supply tank through a second water pipe with a booster pump, and the water tank outlet of the variable height constant pressure water supply tank is connected to the upper water inlet or the lower water inlet through a third water pipe.

[0016] As a preferred embodiment of the multi-path seepage shield tunneling test device taking into account the effects of dynamic water and dynamic loads in the present invention, the water tank inlet and the water tank outlet are arranged relatively to each other, and a baffle is provided between the two, and the baffle divides the variable height constant pressure water supply tank into a water storage area and a pressure stabilizing head area.

[0017] As a preferred embodiment of the multi-path seepage shield tunneling test device considering the effects of dynamic water and dynamic loads in the present invention, the flange is detachably connected to the shield tunneling device through a load-bearing rod.

[0018] As a preferred embodiment of a multi-path seepage shield tunneling test device that takes into account the effects of dynamic water and dynamic loads in the present invention, the shield tunneling device includes a telescopic device and a tunnel model. The telescopic device is arranged inside the tunnel model and connected to the tunnel model through a support rod. A prestressed silicone film is embedded outside the tunnel model.

[0019] As a preferred embodiment of the multi-path seepage shield tunneling test device taking into account the effects of dynamic water and dynamic loads in the present invention, the power loading system includes a modular mobile truss system, an output end of which is located above the shield tunneling device and is provided with an exciter, a vibration rod detachably connected to the exciter is provided below the exciter, and the exciter is connected to a signal generator through a power amplifier.

[0020] Beneficial effects of the present invention:

[0021] 1. The present invention can realize multi-path underground dynamic water seepage erosion test through the cooperation of the circulating variable height constant water level control system and the water storage tank. During horizontal seepage, effective observation of formation blockage can be achieved by removing part of the perforated permeable plates.

[0022] 2. The circulating variable height constant water level control system in the present invention can realize stable control of the water level, and can simulate underground pressure water head up to 40kPa, and can also realize the recycling of test water resources.

[0023] 3. The present invention effectively simulates the construction environment of a shield tunnel passing under an urban traffic road in an underground dynamic water environment, and establishes a model test system that takes into account the coupling effects of underground dynamic water, ground dynamic load, and shield construction, providing a more complete and accurate model system for studying the migration law of fine particles and the collapse mechanism under shield tunnel excavation. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0025] Figure 1 This is a schematic diagram of the overall structure of the tunneling simulation device in Example 1 of the present application;

[0026] Figure 2 This is a schematic diagram of the connection between the model box and the water tank in Example 1 of the present application;

[0027] Figure 3 It is a side view of the model box in Example 1 of the present application;

[0028] Figure 4 This is a schematic diagram of the structure of a circulating variable height constant water level control system in Example 1 of the present application;

[0029] Figure 5 This is a front view of the shield tunnel boring device in Example 1 of the present application;

[0030] Figure 6 A side view of the shield tunnel boring device in Example 1 of the present application;

[0031] Figure 7 This is a schematic diagram of the structure of the power loading system in Example 1 of the present application;

[0032] Figure 8 This is a schematic diagram of the structure of the flange in Example 1 of the present application;

[0033] Fig. 9 This is a schematic diagram of the overall structure of the tunneling simulation device in Example 2 of the present application;

[0034] Fig.10 This is a schematic diagram of the overall structure of the tunneling simulation device in Example 3 of the present application;

[0035] Fig.11 This is a schematic diagram of the overall structure of the tunneling simulation device in Example 4 of the present application;

[0036] Fig.12 This is a schematic diagram of the overall structure of the tunneling simulation device in Example 5 of the present application;

[0037] Fig.13 This is a schematic diagram of the overall structure of the tunneling simulation device in Example 6 of the present application;

[0038] Fig.14 A side view of the shield tunnel boring device in Example 6 of the present application;

[0039] Description of reference numerals:

[0040] 1. Model box;

[0041] 2. Water storage tank; 21. First water storage tank; 211. First permeable plate with holes; 212. First water baffle plate; 213. Upper water inlet hole; 22. Second water storage tank; 221. Second permeable plate with holes; 222. Second water baffle plate; 223. Overflow hole; 23. Third water storage tank; 231. Third permeable plate with holes; 232. Third water baffle plate; 233. Lower water inlet hole; 24. Air vent; 25. Pressure gauge;

[0042] 3. Circulation type variable height constant water level control system; 31. Fixed water tank; 32. Variable height constant pressure water supply tank; 321. Water tank water inlet; 322. Water tank water outlet; 323. Shielding plate; 33. Automatic traction device; 34. First water pipe; 35. Second water pipe; 36. Booster pump; 37. Third water pipe;

[0043] 4. Shield tunnel boring device; 41. Telescopic device; 42. Tunnel model;

[0044] 5. Power loading system; 51. Modular mobile truss system; 52. Vibrator; 53. Vibration rod;

[0045] 6. partition assembly; 61. fourth permeable plate with holes; 62. fourth water retaining plate;

[0046] 7. Data acquisition system; 71. Pore water pressure sensor; 72. Earth pressure box; 73. Electromagnetic flow meter; 74. Ground displacement meter; 75. Ground surface displacement meter;

[0047] 8. Flange;

[0048] 9. Airbag;

[0049] 10. Seepage holes. DETAILED DESCRIPTION

[0050] In order to make the above-mentioned purposes, features and advantages of the present application more obvious and easy to understand, the specific implementation methods of the present application are described in detail below in conjunction with the accompanying drawings. In the following description, many specific details are set forth to facilitate a full understanding of the present application. However, the present application can be implemented in many other ways different from those described herein, and those skilled in the art can make similar improvements without violating the connotation of the present application, so the present application is not limited by the specific embodiments disclosed below.

[0051] In the description of the present application, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as a limitation on the present application.

[0052] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In the description of this application, the meaning of "plurality" is at least two, such as two, three, etc., unless otherwise clearly and specifically defined.

[0053] In this application, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements, unless otherwise clearly defined. For ordinary technicians in this field, the specific meanings of the above terms in this application can be understood according to specific circumstances.

[0054] In the present application, unless otherwise clearly specified and limited, a first feature being “above” or “below” a second feature may mean that the first and second features are in direct contact, or the first and second features are in indirect contact through an intermediate medium. Moreover, a first feature being “above”, “above”, and “above” a second feature may mean that the first feature is directly above or obliquely above the second feature, or simply means that the first feature is higher in level than the second feature. A first feature being “below”, “below”, and “below” a second feature may mean that the first feature is directly below or obliquely below the second feature, or simply means that the first feature is lower in level than the second feature.

[0055] It should be noted that when an element is referred to as being "fixed to" or "disposed on" another element, it may be directly on the other element or there may be a central element. When an element is considered to be "connected to" another element, it may be directly connected to the other element or there may be a central element at the same time. The terms "vertical", "horizontal", "upper", "lower", "left", "right" and similar expressions used herein are for illustrative purposes only and are not intended to be the only implementation method.

[0056] Example 1

[0057] This embodiment provides a multi-path seepage shield tunneling test device considering the dynamic water and dynamic load effects, which is used to simulate the shield tunneling process under the coupling effect of dynamic water and dynamic load in sandy and gravel strata. Figure 1 As shown, it includes a model box 1, a water storage tank 2, a circulating variable height constant water level control system 3, a shield tunneling device 4, a power loading system 5 and a data acquisition system 7.

[0058] like Figure 3 As shown, the model box 1 is rectangular in shape as a whole. The model box 1 is composed of transparent acrylic plates, including side plates and a bottom plate. Adjacent acrylic plates are bonded with strong waterproof glue. The acrylic plates are thickened. 304 square tubes are used to reinforce the box body around to prevent the box body from bending and deforming during the test. The water storage tank 2 is arranged on the two opposite side surfaces and the bottom surface of the model box 1. The model box 1 is also provided with through holes at the corresponding positions of the two opposite side surfaces. The through holes are provided with flanges 8. The interior of the model box 1 is filled with test soil.

[0059] In this embodiment, the water tank 2 includes a first water tank 21, a second water tank 22 and a third water tank 23. The first water tank 21 is arranged on one side of the model box 1, and is provided with a removable first perforated water-permeable plate 211 or a first water baffle 212 near the inner side of the model box 1. The second water tank 22 is arranged on the side of the model box 1 opposite to the first water tank 21, and is provided with a removable second perforated water-permeable plate 221 or a second water baffle 222 near the inner side of the model box 1. The third water tank 23 is arranged on the bottom side of the interior of the model box 1, and is provided with a removable third perforated water-permeable plate 231 or a third water baffle 232 near the inner side of the model box 1. The first water storage tank 21 is provided with an upper water inlet hole 213 connected to the outside, the second water storage tank 22 is provided with an overflow hole 223 connected to the outside, and the third water storage tank 23 is provided with a lower water inlet hole 233 on the side away from the second water storage tank 22. According to different seepage directions, water can be selected to enter from the upper water inlet hole 213 or the lower water inlet hole 233, then seep into the test soil, and finally flow out through the overflow hole 223.

[0060] like Figure 2As shown, the first water storage tank 21 is provided with an upper water inlet hole 213 and a plurality of water inlet holes on the side, which are connected to the water tank outlet 322 through a third water pipe 37 according to test needs; the second water storage tank 22 is provided with an overflow hole 223 and a plurality of water outlet holes on the side, and the overflow hole 223 or any water outlet hole can be selected according to the head difference of the test design to connect to the fixed water tank 31 through the first water pipe 34. The first water storage tank 21 and the second water storage tank 22 are provided with air holes 24 to facilitate water inflow, and the first water storage tank 21, the second water storage tank 22 and the third water storage tank 23 are also provided with pressure gauges 25 for monitoring internal pressure.

[0061] In this embodiment, a partition assembly 6 is provided inside the model box 1 near the second water storage tank 22, which includes a detachable fourth permeable plate 61 with holes or a fourth water baffle 62. The first permeable plate 211 with holes, the first water baffle 212, the second permeable plate 221 with holes, the second water baffle 222, the third permeable plate 231 with holes, the third water baffle 232, the fourth permeable plate 61 with holes and the fourth water baffle 62 can be adjusted and combined differently according to the test to adapt to different test conditions. For example, when vertical seepage is performed, the partition assembly 6 is installed in the middle of the model box 1. When horizontal seepage is performed, in order to better observe the blockage of fine particles in the formation, it is necessary to remove the partition assembly in the middle of the model box 1 to increase the horizontal seepage path, and at the same time, the third water baffle 232 is installed at the third water storage tank 23.

[0062] In this embodiment, the first water tank 21 and the second water tank 22 cover the side of the entire model box 1, and the third water tank 23 does not cover the bottom of the entire model box 1, and there is a spacing distance between it and the second water tank 22 near the side of the second water tank 22.

[0063] In this embodiment, a screen with a pore size of 0.075 mm is pasted on the outside of the permeable plate with holes to ensure that water can pass through but sand cannot.

[0064] like Figure 4As shown, the circulating variable height constant water level control system 3 includes a fixed water tank 31 and a variable height constant pressure water supply tank 32. The fixed water tank 31 is arranged below the variable height constant pressure water supply tank 32. The variable height constant pressure water supply tank 32 is connected to the fixed water tank 31 through an automatic traction device 33. When the test needs to consider the influence of seepage, the variable height constant pressure water supply tank 32 can be raised and lowered by the automatic traction device 33 to meet the high water pressure conditions. The fixed water tank 31 is connected to the overflow hole 223 through the first water pipe 34, so that the water in the model box 1 can flow back into the circulating variable height constant water level control system 3. It is also connected to the water tank inlet 321 of the variable height constant pressure water supply tank 32 through the second water pipe 35 with a booster pump 36. The fixed water tank 31 is pressurized by the booster pump 36 through the second water pipe 35 to transport water to the variable height constant pressure water supply tank 32. The water tank outlet 322 of the variable height constant pressure water supply tank 32 is connected to the upper water inlet hole 213 or the lower water inlet hole 233 through the third water pipe 37.

[0065] In this embodiment, the water tank inlet 321 and the water tank outlet 322 are arranged relatively to each other. In order to avoid excessive water flow from the variable height constant pressure water supply tank 32 to the model box 1, a shielding plate 323 is added to the water tank inlet 321 and the water tank outlet 322, and the interior of the variable height constant pressure water supply tank 32 is divided into a water storage area and a pressure head area. The effect of controlling the water flow is achieved by adjusting the height of the shielding plate 323. The first water pipe 34 returns the water seeping out of the test soil to the fixed water tank 31 for secondary use to avoid waste. To simulate the horizontal seepage head difference, the height of the upper water inlet hole 213 should be greater than the height of the overflow hole 223 to ensure the environmental protection of the test.

[0066] In this embodiment, the water tank water inlet 321 is provided with multiple ones to ensure water supply. Two valves are provided at the water tank water inlet 321 and the water tank water outlet 322 to prevent water leakage and loose fixation. The second water pipe 35 and the third water pipe 37 are connected to the water tank water inlet 321 and the water tank water outlet 322 through valves.

[0067] like Figure 5 and Figure 6As shown, the shield tunnel excavation device 4 is composed of a telescopic device 41 and a tunnel model 42. The telescopic device 41 is arranged inside the tunnel model 42. The tunnel model 42 includes multiple rings of segments arranged side by side. Each ring of segments is composed of multiple serrated hard arc plates and arc connecting plates. The arc connecting plates are arranged inside the serrated hard arc plates and connected to the telescopic device 41 through a support rod. The multiple rings of segments are connected to each other through a load-bearing rod passing through the telescopic device 41. The telescopic device 41 drives the hard arc plates in the tunnel model 42 to expand and contract to simulate the stratum loss during the shield construction process. The outside of the tunnel model 42 is embedded with a prestressed silicone film with a thickness of 2 to 3 mm. This prestressed silicone film can prevent the bulge or depression caused by the prestressed silicone film when the tunnel model 42 expands or contracts by applying prestress. The prestressed silicone film not only plays a waterproof role, but also prevents soil samples from falling into the tunnel model 42. The entire device is connected to the outer wall of the model box 1 through a flange 8.

[0068] The flange 8 is arranged at the through hole, which is 60 cm away from the bottom of the model box 1. A plurality of bolt holes for fixing the flange 8 are arranged around the through hole. Figure 7 As shown, the outer ring of the flange 8 is provided with an outer ring bolt hole for connecting with the through hole, and a flexible gasket is added between the through hole and the flange 8 to enhance the waterproof effect and at the same time play a role in pressing the prestressed silicone film. The inner ring is provided with an inner ring bolt hole for fixing the load-bearing rod.

[0069] like Figure 7 As shown, the power loading system 5 includes a modular mobile truss system 51, which includes a gantry composed of multiple metal rods. The bottom of the gantry is provided with rollers to facilitate movement along the model box 1. The output end is located above the shield tunnel boring device 4 and is provided with an exciter 52. The exciter 52 is provided with an exciting rod 53 detachably connected to it below. A welded steel plate is placed above the test soil to replace the roadbed. The exciter 52 is connected to the signal generator through a power amplifier, and the power amplifier is connected to the exciter 52. The signal generator sends a signal to the power amplifier by adjusting the loading frequency and loading waveform, and then adjusts the gain knob of the power amplifier to change the power and thus the exciting force. The power loading system 5 and the shield telescopic device 41 are automatically controlled by the computer.

[0070] In this embodiment, a data acquisition system 7 is provided in the test soil body, which includes an external control terminal and a pore water pressure sensor 71, a soil pressure box 72, an electromagnetic flow meter 73, an underground displacement meter 74 and a surface displacement meter 75 electrically connected thereto. The pore water pressure sensor 71 and the soil pressure box 72 are buried in the test soil body, the electromagnetic flow meter 73 is arranged in the overflow hole 223 to monitor the water flow, the underground displacement meter 74 is buried in the middle of the test soil body, and the surface displacement meter 75 is arranged at the top of the test soil body to monitor the soil displacement and provide data for subsequent analysis of formation loss.

[0071] Example 2

[0072] The simulation device in this embodiment is used to simulate horizontal seepage and tunnel excavation under constant load, such as Fig. 9 As shown, it includes a model box 1, a water storage tank 2, a circulating variable height constant water level control system 3, a shield tunnel boring device 4, and a data acquisition system 7.

[0073] The fixed water tank 31 is connected to the overflow hole 223 of the second water tank 22 through the first water pipe 34, and the water tank outlet 322 of the variable height constant pressure water supply tank 32 is connected to the upper water inlet 213 of the first water tank 21 through the third water pipe 37. A third water baffle 232 is installed on the inner side of the third water tank 23 close to the model box 1, and only the first perforated water-permeable plate 211 is installed on the inner side of the first water tank 21 close to the model box 1, and only the second perforated water-permeable plate 221 is installed on the inner side of the second water tank 22 close to the model box 1.

[0074] The assembled shield tunnel boring device 4 is extended into the interior of the model box 1 through the flange 8, and the shield tunnel boring device 4 is firmly connected to the flange 8 through load-bearing rods and nuts. The control system of the shield tunnel boring device 4 is arranged on the outer wall of the side of the model box 1, and the tunnel model 42 is adjusted to the set size according to the test requirements.

[0075] According to the test needs, select a suitable test soil, fill the test soil and compact it. The soil samples around the shield tunnel boring device 4 should be fully compacted. The data acquisition system 7 should be arranged in time during the test soil filling process. The ground displacement meter 74 is improved and buried in the test soil through a hard thin rod and a metal protective sleeve. The pore water pressure sensor 71 has a high-precision full-bridge strain gauge pasted inside the sensor sensing membrane. When the water pressure acts on the surface of the sensing membrane, the membrane is deformed and transmitted to the strain gauge. Several groups of monitoring equipment including ground displacement meter 74, pore water pressure sensor 71 and soil pressure box 72 should be arranged near the soil around the shield tunnel boring device 4. Continue to fill the remaining test soil and compact it. For the installation of the surface displacement meter 75, in order to prevent the surface displacement meter 75 from tilting due to the vibration of the test soil during the test and thus affecting the monitoring data, multiple aluminum alloy square tubes are combined into a fixed truss, and the surface displacement meter 75 is fixed with cable ties and strong glue.

[0076] Start the test. When the fixed water tank 31 has a certain amount of water, start the booster pump 36 to transport water to the variable height constant pressure water supply tank 32, and wait for the water tank outlet 322 to discharge water into the first water storage tank 21. When the seepage starts, set the parameters of the shield tunnel boring device 4 through the control system on the outer wall of the model box 1 to start simulating the excavation. At the same time, take out the load-bearing rods fixed between the shield tunnel boring device 4 and the flange 8 to simulate the natural settlement of the shield machine during tunnel construction. After the seepage stabilizes, place the vibrator 52 on the steel plate directly above the shield tunnel boring device 4, set the parameters of the vibrator 52 and start loading. Stop loading after the test has been carried out for a period of time, and turn off the shield tunnel boring device 4 through the computer program. Record the data and organize and analyze them.

[0077] Example 3

[0078] The simulation device in this embodiment is used to simulate tunneling under horizontal seepage and dynamic loads, such as Fig.10 As shown, it includes a model box 1, a water storage tank 2, a circulating variable height constant water level control system 3, a shield tunneling device 4, a power loading system 5 and a data acquisition system 7.

[0079] The fixed water tank 31 is connected to the overflow hole 223 of the second water tank 22 through the first water pipe 34, and the water tank outlet 322 of the variable height constant pressure water supply tank 32 is connected to the upper water inlet 213 of the first water tank 21 through the third water pipe 37. A third water baffle 232 is installed on the inner side of the third water tank 23 close to the model box 1, and only the first perforated water-permeable plate 211 is installed on the inner side of the first water tank 21 close to the model box 1, and only the second perforated water-permeable plate 221 is installed on the inner side of the second water tank 22 close to the model box 1.

[0080] The assembled shield tunnel boring device 4 is extended into the interior of the model box 1 through the flange 8, and the shield tunnel boring device 4 is firmly connected to the flange 8 through load-bearing rods and nuts. The control system of the shield tunnel boring device 4 is arranged on the outer wall of the side of the model box 1, and the tunnel model 42 is adjusted to the set size according to the test requirements.

[0081] According to the test needs, select a suitable test soil, fill the test soil and compact it. The soil samples around the shield tunnel boring device 4 should be fully compacted. The data acquisition system 7 should be arranged in time during the test soil filling process. The ground displacement meter 74 is improved and buried in the test soil through a hard thin rod and a metal protective sleeve. The pore water pressure sensor 71 has a high-precision full-bridge strain gauge pasted inside the sensor sensing membrane. When the water pressure acts on the surface of the sensing membrane, the membrane is deformed and transmitted to the strain gauge. Several groups of monitoring equipment including ground displacement meter 74, pore water pressure sensor 71 and soil pressure box 72 should be arranged near the soil around the shield tunnel boring device 4. Continue to fill the remaining test soil and compact it. For the installation of the surface displacement meter 75, in order to prevent the surface displacement meter 75 from tilting due to the vibration of the test soil during the test and thus affecting the monitoring data, multiple aluminum alloy square tubes are combined into a fixed truss, and the surface displacement meter 75 is fixed with cable ties and strong glue.

[0082] Assemble the dynamic loading system 5, and weld the exciting rod 53 to the steel plate laid on the top surface of the test soil.

[0083] Start the test. When the fixed water tank 31 has a certain amount of water, start the booster pump 36 to transport water to the variable height constant pressure water supply tank 32, and wait for the water tank outlet 322 to discharge water into the first water storage tank 21. When the seepage starts, set the parameters of the shield tunnel boring device 4 through the control system on the outer wall of the model box 1 to start simulating the excavation. At the same time, take out the load-bearing rods fixed between the shield tunnel boring device 4 and the flange 8 to simulate the natural settlement of the shield machine during tunnel construction. After the seepage stabilizes, place the vibrator 52 directly above the shield tunnel boring device 4, set the parameters of the vibrator 52, and start mobile loading. Stop loading after the test for a period of time, and turn off the shield tunnel boring device 4 through the computer program. Record the data and organize and analyze them.

[0084] Example 4

[0085] The simulation device in this embodiment is used to simulate tunneling under vertical seepage and dynamic loads, such as Fig.11 As shown, it includes a model box 1, a water storage tank 2, a circulating variable height constant water level control system 3, a shield tunneling device 4, a power loading system 5 and a data acquisition system 7.

[0086] The fixed water tank 31 is connected to the overflow hole 223 of the second water tank 22 through the first water pipe 34, and the water tank outlet 322 of the variable height constant pressure water supply tank 32 is connected to the lower water inlet hole 233 of the third water tank 23 through the third water pipe 37. Only the third perforated water-permeable plate 231 is installed on the inner side of the third water tank 23 close to the model box 1, only the first water baffle plate 212 is installed on the inner side of the first water tank 21 close to the model box 1, and only the second perforated water-permeable plate 221 is installed on the inner side of the second water tank 22 close to the model box 1.

[0087] The assembled shield tunnel boring device 4 is extended into the interior of the model box 1 through the flange 8, and the shield tunnel boring device 4 is firmly connected to the flange 8 through load-bearing rods and nuts. The control system of the shield tunnel boring device 4 is arranged on the outer wall of the side of the model box 1, and the tunnel model 42 is adjusted to the set size according to the test requirements.

[0088] According to the test needs, select a suitable test soil, fill the test soil and compact it. The soil samples around the shield tunnel boring device 4 should be fully compacted. The data acquisition system 7 should be arranged in time during the test soil filling process. The ground displacement meter 74 is improved and buried in the test soil through a hard thin rod and a metal protective sleeve. The pore water pressure sensor 71 has a high-precision full-bridge strain gauge pasted inside the sensor sensing membrane. When the water pressure acts on the surface of the sensing membrane, the membrane is deformed and transmitted to the strain gauge. Several groups of monitoring equipment including ground displacement meter 74, pore water pressure sensor 71 and soil pressure box 72 should be arranged near the soil around the shield tunnel boring device 4. Continue to fill the remaining test soil and compact it. For the installation of the surface displacement meter 75, in order to prevent the surface displacement meter 75 from tilting due to the vibration of the test soil during the test and thus affecting the monitoring data, multiple aluminum alloy square tubes are combined into a fixed truss, and the surface displacement meter 75 is fixed with cable ties and strong glue.

[0089] Assemble the dynamic loading system 5, and weld the exciting rod 53 to the steel plate laid on the top surface of the test soil.

[0090] Start the test. When the fixed water tank 31 has a certain amount of water, start the booster pump 36 to transport water to the variable height constant pressure water supply tank 32, and wait for the water tank outlet 322 to discharge water into the first water storage tank 21. When the seepage starts, set the parameters of the shield tunnel boring device 4 through the control system on the outer wall of the model box 1 to start simulating the excavation. At the same time, take out the load-bearing rods fixed between the shield tunnel boring device 4 and the flange 8 to simulate the natural settlement of the shield machine during tunnel construction. After the seepage stabilizes, place the vibrator 52 directly above the shield tunnel boring device 4, set the parameters of the vibrator 52, and start mobile loading. Stop loading after the test for a period of time, and turn off the shield tunnel boring device 4 through the computer program. Record the data and organize and analyze them.

[0091] Example 5

[0092] The simulation device in this embodiment is used to simulate tunneling under horizontal seepage, dynamic load and stratum defects, such as Fig.12 As shown, it includes a model box 1, a water storage tank 2, a circulating variable height constant water level control system 3, a shield tunneling device 4, a power loading system 5 and a data acquisition system 7.

[0093] The fixed water tank 31 is connected to the overflow hole 223 of the second water tank 22 through the first water pipe 34, and the water tank outlet 322 of the variable height constant pressure water supply tank 32 is connected to the upper water inlet 213 of the first water tank 21 through the third water pipe 37. A third water baffle 232 is installed on the inner side of the third water tank 23 close to the model box 1, and only the first perforated water-permeable plate 211 is installed on the inner side of the first water tank 21 close to the model box 1, and only the second perforated water-permeable plate 221 is installed on the inner side of the second water tank 22 close to the model box 1.

[0094] The assembled shield tunnel boring device 4 is extended into the interior of the model box 1 through the flange 8, and the shield tunnel boring device 4 is firmly connected to the flange 8 through load-bearing rods and nuts. The control system of the shield tunnel boring device 4 is arranged on the outer wall of the side of the model box 1, and the tunnel model 42 is adjusted to the set size according to the test requirements.

[0095] According to the test needs, select a suitable test soil, fill the test soil with samples and compact it, and prefabricate the formation defects by burying an inflatable and deflated airbag 9. The inflation of the airbag 9 is achieved by pressing the air valve ball. To ensure that the inflated airbag 9 can completely discharge the gas and form a cavity after being buried in the test soil, it can be achieved by connecting a syringe to one end of the latex tube and repeatedly sucking. The soil samples around the shield tunnel boring device 4 should be fully compacted. The data acquisition system 7 should be arranged in time during the filling process of the test soil. The underground displacement meter 74 is improved by a hard thin rod and a metal protective sleeve and buried in the test soil. The pore water pressure sensor 71 has a high-precision full-bridge strain gauge pasted inside the sensor sensing membrane. When the water pressure acts on the surface of the sensing membrane, the membrane is deformed and transmitted to the strain gauge. Several groups of monitoring equipment including underground displacement meter 74, pore water pressure sensor 71 and soil pressure box 72 should be arranged near the soil around the shield tunnel boring device 4, and the remaining test soil should be filled and compacted. After filling, the gas in the airbag 9 is extracted. For the installation of the surface displacement meter 75, in order to prevent the surface displacement meter 75 from tilting due to the vibration of the test soil during the test and thus affecting the monitoring data, a plurality of aluminum alloy square tubes are combined into a fixed truss, and the surface displacement meter 75 is fixed with cable ties and super glue.

[0096] Assemble the dynamic loading system 5, and weld the exciting rod 53 to the steel plate laid on the top surface of the test soil.

[0097] Start the test. When the fixed water tank 31 has a certain amount of water, start the booster pump 36 to transport water to the variable height constant pressure water supply tank 32, and wait for the water tank outlet 322 to discharge water into the first water storage tank 21. When the seepage starts, set the parameters of the shield tunnel boring device 4 through the control system on the outer wall of the model box 1 to start simulating the excavation. At the same time, take out the load-bearing rods fixed between the shield tunnel boring device 4 and the flange 8 to simulate the natural settlement of the shield machine during tunnel construction. After the seepage stabilizes, place the vibrator 52 directly above the shield tunnel boring device 4, set the parameters of the vibrator 52, and start mobile loading. Stop loading after the test for a period of time, and turn off the shield tunnel boring device 4 through the computer program. Record the data and organize and analyze them.

[0098] Example 6

[0099] The simulation device in this embodiment is used to simulate horizontal seepage, dynamic load and tunnel excavation under the presence of seepage holes 10 in the tunnel. Fig.13 As shown, it includes a model box 1, a water storage tank 2, a circulating variable height constant water level control system 3, a shield tunneling device 4, a power loading system 5 and a data acquisition system 7.

[0100] The fixed water tank 31 is connected to the overflow hole 223 of the second water tank 22 through the first water pipe 34, and the water tank outlet 322 of the variable height constant pressure water supply tank 32 is connected to the upper water inlet 213 of the first water tank 21 through the third water pipe 37. A third water baffle 232 is installed on the inner side of the third water tank 23 close to the model box 1, and only the first perforated water-permeable plate 211 is installed on the inner side of the first water tank 21 close to the model box 1, and only the second perforated water-permeable plate 221 is installed on the inner side of the second water tank 22 close to the model box 1.

[0101] Before the shield tunnel boring device 4 is assembled, Fig.14 As shown, centimeter-level seepage holes 10 are randomly opened on the hard arc plate outside the tunnel model 42 to simulate the seepage water working conditions of the shield during the excavation process. At the same time, a highly flexible and unbreakable silicone tube is glued to the inner wall of the serrated hard arc plate by strong glue, and a circular hole through which the silicone tube can pass is reserved on the telescopic device 41 of each ring. The opening size of the silicone tube should be able to cover the entire seepage hole 10, and the shape of the silicone tube should conform to the cone-cylinder structure, and finally extend to the outside of the model box 1 through the inner ring bolt hole at the flange 8. After the shield tunnel excavation device 4 is assembled, it extends into the interior of the model box 1 through the flange 8, and the shield tunnel excavation device 4 is firmly connected to the flange 8 through the load-bearing rod and nut. The control system of the shield tunnel excavation device 4 is arranged on the outer wall of the side of the model box 1, and the tunnel model 42 is adjusted to the set size according to the test requirements.

[0102] According to the test needs, select a suitable test soil, fill the test soil and compact it. The soil samples around the shield tunnel boring device 4 should be fully compacted. The data acquisition system 7 should be arranged in time during the test soil filling process. The ground displacement meter 74 is improved and buried in the test soil through a hard thin rod and a metal protective sleeve. The pore water pressure sensor 71 has a high-precision full-bridge strain gauge pasted inside the sensor sensing membrane. When the water pressure acts on the surface of the sensing membrane, the membrane is deformed and transmitted to the strain gauge. Several groups of monitoring equipment including ground displacement meter 74, pore water pressure sensor 71 and soil pressure box 72 should be arranged near the soil around the shield tunnel boring device 4. Continue to fill the remaining test soil and compact it. For the installation of the surface displacement meter 75, in order to prevent the surface displacement meter 75 from tilting due to the vibration of the test soil during the test and thus affecting the monitoring data, multiple aluminum alloy square tubes are combined into a fixed truss, and the surface displacement meter 75 is fixed with cable ties and strong glue.

[0103] Assemble the dynamic loading system 5, and weld the exciting rod 53 to the steel plate laid on the top surface of the test soil.

[0104] Start the test. When the fixed water tank 31 has a certain amount of water, start the booster pump 36 to transport water to the variable height constant pressure water supply tank 32, and wait for the water tank outlet 322 to discharge water into the first water storage tank 21. When the seepage starts, set the parameters of the shield tunnel boring device 4 through the control system on the outer wall of the model box 1 to start simulating the excavation. At the same time, take out the load-bearing rods fixed between the shield tunnel boring device 4 and the flange 8 to simulate the natural settlement of the shield machine during tunnel construction. After the seepage stabilizes, place the vibrator 52 directly above the shield tunnel boring device 4, set the parameters of the vibrator 52, and start mobile loading. Stop loading after the test for a period of time, and turn off the shield tunnel boring device 4 through the computer program. Record the data and organize and analyze them.

[0105] The technical features of the above-described embodiments may be arbitrarily combined. To make the description concise, not all possible combinations of the technical features in the above-described embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0106] The above-described embodiments only express several implementation methods of the present application, and the descriptions thereof are relatively specific and detailed, but they cannot be construed as limiting the scope of the patent application. It should be pointed out that, for a person of ordinary skill in the art, several variations and improvements can be made without departing from the concept of the present application, and these all belong to the protection scope of the present application. Therefore, the protection scope of the patent application shall be subject to the attached claims.

Claims

1. A multi-path seepage shield tunneling test device considering the dynamic water load effect, characterized in that: include: A model box, the interior of which is filled with test soil, the opposite sides and the bottom of the model box are provided with water storage tanks connected to the interior thereof, and a through hole is provided at a position corresponding to the side without the water storage tank, and a flange is provided at the through hole; A circulating variable height constant water level control system is connected to the water storage tank through the output end and the input end. Water seeps into the test soil through the output end and then flows back through the input end. A shield tunnel boring device, one end of which is detachably connected to a flange and the other end of which is buried in the test soil; The power loading system has an output end located above the test soil.

2. The multi-path seepage shield tunneling test device considering dynamic water and dynamic load according to claim 1 is characterized in that: The water tank comprises a first water tank, a second water tank and a third water tank, wherein the first water tank and the second water tank are arranged relatively on two sides of the water tank, the first water tank is provided with an upper water inlet hole, the second water tank is provided with an overflow hole, the third water tank is arranged at the bottom of the model box, and is provided with a lower water inlet hole on the side away from the second water tank, and a removable permeable plate with holes or a water retaining plate is provided on the side of the first water tank, the second water tank and the third water tank connected to the inside of the model box.

3. The multi-path seepage shield tunneling test device considering the dynamic water and dynamic load according to claim 2 is characterized in that: The upper parts of the first water tank and the second water tank are provided with air vents, and the first water tank, the second water tank and the third water tank are provided with pressure gauges.

4. The multi-path seepage shield tunneling test device considering dynamic water and dynamic load according to claim 1 is characterized in that: A partition assembly is provided inside the model box near the second water storage tank.

5. The multi-path seepage shield tunneling test device considering dynamic water and dynamic load according to claim 1 is characterized in that: A data acquisition system is provided in the test soil body, which includes an external control terminal and a pore water pressure sensor, a soil pressure box, an electromagnetic flowmeter, an underground displacement meter and a surface displacement meter electrically connected thereto; the pore water pressure sensor and the soil pressure box are buried in the test soil body, the electromagnetic flowmeter is arranged in the overflow hole, the underground displacement meter is buried in the middle of the test soil body, and the surface displacement meter is arranged at the top of the test soil body.

6. The multi-path seepage shield tunneling test device considering dynamic water and dynamic load according to claim 1 is characterized in that: The circulating variable height constant water level control system includes a fixed water tank and a variable height constant pressure water supply tank. The fixed water tank is arranged below the variable height constant pressure water supply tank. The variable height constant pressure water supply tank is connected to the fixed water tank through an automatic traction device. The fixed water tank is connected to the overflow hole through a first water pipe, and is also connected to the water tank inlet of the variable height constant pressure water supply tank through a second water pipe with a booster pump. The water tank outlet of the variable height constant pressure water supply tank is connected to the upper water inlet hole or the lower water inlet hole through a third water pipe.

7. The multi-path seepage shield tunneling test device considering dynamic water and dynamic load according to claim 5 is characterized in that: The water inlet and the water outlet of the water tank are arranged relatively to each other, and a baffle is arranged between the two. The baffle divides the variable height constant pressure water supply tank into a water storage area and a pressure stabilizing head area.

8. The multi-path seepage shield tunneling test device considering dynamic water and dynamic load according to claim 1 is characterized in that: The flange is detachably connected to the shield tunnel boring device via a load-bearing rod.

9. The multi-path seepage shield tunneling test device considering the dynamic water and dynamic load according to claim 7 is characterized in that: The shield tunnel excavation device comprises a telescopic device and a tunnel model. The telescopic device is arranged inside the tunnel model and connected to the tunnel model through a support rod. A prestressed silicone film is embedded outside the tunnel model.

10. The multi-path seepage shield tunneling test device considering dynamic water and dynamic load according to claim 1, characterized in that: The power loading system comprises a modular mobile truss system, an output end of which is located above the shield tunnel boring device and is provided with an exciter, a vibration rod detachably connected to the exciter is provided below the exciter, and the exciter is connected to a signal generator via a power amplifier.

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