CN106872334B - Device and method for simulating water bursting and mud bursting excavation - Google Patents
Device and method for simulating water bursting and mud bursting excavation Download PDFInfo
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- CN106872334B CN106872334B CN201710139052.0A CN201710139052A CN106872334B CN 106872334 B CN106872334 B CN 106872334B CN 201710139052 A CN201710139052 A CN 201710139052A CN 106872334 B CN106872334 B CN 106872334B
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 119
- 238000009412 basement excavation Methods 0.000 title claims abstract description 62
- 230000009172 bursting Effects 0.000 title claims abstract description 38
- 238000000034 method Methods 0.000 title claims abstract description 34
- 238000012360 testing method Methods 0.000 claims abstract description 76
- 239000011435 rock Substances 0.000 claims abstract description 45
- 239000000463 material Substances 0.000 claims abstract description 34
- 238000007789 sealing Methods 0.000 claims abstract description 22
- 230000008569 process Effects 0.000 claims abstract description 18
- 238000012544 monitoring process Methods 0.000 claims description 33
- 239000012466 permeate Substances 0.000 claims description 5
- 238000013461 design Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000004088 simulation Methods 0.000 abstract description 18
- 238000005259 measurement Methods 0.000 abstract description 3
- 229910000831 Steel Inorganic materials 0.000 description 8
- 239000010959 steel Substances 0.000 description 8
- 239000000945 filler Substances 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 230000008859 change Effects 0.000 description 3
- 230000035699 permeability Effects 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- FPAFDBFIGPHWGO-UHFFFAOYSA-N dioxosilane;oxomagnesium;hydrate Chemical compound O.[Mg]=O.[Mg]=O.[Mg]=O.O=[Si]=O.O=[Si]=O.O=[Si]=O.O=[Si]=O FPAFDBFIGPHWGO-UHFFFAOYSA-N 0.000 description 2
- 230000003204 osmotic effect Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000005514 two-phase flow Effects 0.000 description 2
- 229940099259 vaseline Drugs 0.000 description 2
- 244000037364 Cinnamomum aromaticum Species 0.000 description 1
- 235000014489 Cinnamomum aromaticum Nutrition 0.000 description 1
- 239000006004 Quartz sand Substances 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- TZCXTZWJZNENPQ-UHFFFAOYSA-L barium sulfate Chemical compound [Ba+2].[O-]S([O-])(=O)=O TZCXTZWJZNENPQ-UHFFFAOYSA-L 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000010440 gypsum Substances 0.000 description 1
- 229910052602 gypsum Inorganic materials 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000035772 mutation Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 229920002545 silicone oil Polymers 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 125000003003 spiro group Chemical group 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/088—Investigating volume, surface area, size or distribution of pores; Porosimetry
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
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- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Dispersion Chemistry (AREA)
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Remote Sensing (AREA)
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
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Abstract
The invention relates to a water bursting and mud bursting excavation simulation device which comprises a base, a test cavity, a vertically-pressurized pressurizing device and a water inlet, wherein two excavation inlets are formed in one side of the test cavity and are respectively positioned on the upper side and the lower side of the test cavity, a tunnel is excavated into the cavity through the upper side or the lower side of the excavation inlets, and a rock mass similar material and a karst cavity are arranged in the test cavity and surround the karst cavity by the rock mass similar material; the invention has the advantages of high rigidity, high strength, good sealing performance and accurate measurement data, can simulate the laws of water and mud bursting in the karst tunnel excavation process under different positions, different filling conditions and different pressure conditions, and has wide application range.
Description
Technical Field
The invention relates to a water bursting and mud bursting excavation simulation device, in particular to a device for simulating a hidden karst water bursting and mud bursting disaster in the high-speed railway tunnel excavation process, and also relates to a method for simulating the water bursting and mud bursting disaster, and belongs to the field of high-speed railway tunnel engineering.
Background
The total area of the Chinese karst area is about 3.44 multiplied by 106km 2 Wherein the area of the exposed karst area is 9.07 multiplied by 105km 2 . Southwest uses cloud, noble and cassia as main bodies, including Chuan, yue, hunan and Xiang part areas, and the karst area reaches 5.0 multiplied by 105km 2 More than 80% of the Guizhou province area is soluble rock. The construction and operation of karst mountain high-speed railways are greatly restricted by complex geological environments and hydrogeological conditions. In the aspect, due to the existence of the hidden karst cave in the tunnel surrounding rock, the physical and mechanical properties of the tunnel surrounding rock are changed, and the rigidity and the ground stress field of the tunnel surrounding rock stratum are also changed; on the other hand, due to the existence of karst water, the hydrogeology and engineering geological conditions are changed in the tunnel construction process, so that the karst seepage water pressure value is increased, and the strength of surrounding rocks of the tunnel is reduced. In the process of excavating a hidden karst tunnel, a muddy water mixed two-phase body in a karst cavity breaks through a tunnel outburst prevention layer under the dual actions of excavation damage disturbance and high osmotic pressure to surge out at high pressure, a light person can influence engineering construction and operation, and a heavy person can cause great economic loss and even casualties.
With the increasing prominence of the problems, the research on the disaster of the excavation of the water and mud bursting of the hidden karst tunnel has become a hotspot in the field. A great deal of research work is developed by students at home and abroad, wherein physical simulation research is one of the most common and effective means. However, in the actual simulation process, because the influence factors of the water and mud bursting process of the hidden karst tunnel are more, the related water and mud bursting physical simulation devices have defects more or less, for example, patent CN101231226B discloses a large-size rock sample high-pressure permeability test device, but only aims at the rock sample test; patent CN101308126a discloses a simulation device for excavating water burst, but the maximum bearing water pressure is only 1MPa, and the simulation requirement of the tunnel water burst mud burst test under the action of high bearing water cannot be met; patent CN204855131U discloses a structure crack filling structure water bursting mud test device, which can simulate water bursting mud under high pressure bearing conditions, but can not realize water bursting mud simulation under excavation working conditions, and is difficult to find out corresponding water bursting mud rules. It can be seen that the related device for testing the water and mud bursting in the excavation of the hidden karst tunnel needs to be improved still further.
Disclosure of Invention
The invention aims to solve the defects of different degrees of physical simulation devices of a hidden karst tunnel excavation water and mud bursting disaster in the construction process of the existing high-speed railway tunnel, and provides a device for testing the hidden karst tunnel excavation water and mud bursting, which has the advantages of high rigidity, high strength, good sealing property and accurate measurement data, and can simulate the water and mud bursting in the karst tunnel excavation process under different positions, different filling conditions and different pressure conditions, and the specific scheme is as follows:
the utility model provides a sudden water sudden mud excavation analogue means, includes base, test chamber, vertical pressurized pressure device and water inlet, its characterized in that: two excavation inlets are formed in one side of the test cavity and are respectively positioned on the upper side and the lower side of the test cavity, a tunnel is excavated inwards through the excavation inlets on the upper side or the lower side, and rock mass similar materials and a karst cavity are arranged in the test cavity and surround the karst cavity by the rock mass similar materials; the test cavity is arranged on the base, the pressurizing device is arranged at the top of the test cavity, and the test cavity is also provided with a water inlet.
Further, the pressurizing device comprises a stress part, a pressurizing dowel bar and a water permeable plate, wherein the stress part is arranged at the top of the pressurizing dowel bar, the pressurizing dowel bar is connected with the test cavity through the sealing device, the bottom of the pressurizing dowel bar is connected with the water permeable plate, and the lower end of the water permeable plate is provided with a top water permeable felt.
Further, sealing device is the ring flange, be equipped with a plurality of connecting pieces around the ring flange, the ring flange passes through a plurality of connecting pieces and is connected with test chamber top, and the ring flange middle part is equipped with the hole, the pressurization dowel steel passes the hole, be equipped with the sealing washer on the hole.
Further, the number of the holes is three, connecting lines among the three holes are triangular, and the water inlet is arranged at the side of the triangle.
Further, the base includes bottom ring flange and support, and the test chamber is located on the bottom ring flange, and the test chamber bottom is equipped with the bottom felt that permeates water, and the bottom is permeated water felt and bottom ring flange contact, and bottom ring flange middle part is equipped with the second water inlet.
Further, a cable sealing joint is arranged on the periphery of the excavated tunnel.
Further, the first transverse monitoring section and the second transverse monitoring section are sequentially arranged in the rock mass similar material along the tunnel excavation direction, the tunnel is perpendicular to the first transverse monitoring section and the second transverse monitoring section, and the karst cavity is located between the first transverse monitoring section and the second transverse monitoring section so as to acquire and evaluate data.
The invention relates to a method for simulating water and mud bursting by using the water and mud bursting simulation device, which comprises the following steps:
(1) Assembling the device;
(2) Paving a rock mass similar material in the test cavity, and presetting a rock dissolving cavity in the rock mass similar material;
(3) A first transverse monitoring section and a second transverse monitoring section are sequentially arranged in the rock mass similar material along the tunnel excavation direction, the first transverse monitoring section and the second transverse monitoring section are perpendicular to the tunnel, the karst cavity is arranged between the first transverse monitoring section and the second transverse monitoring section, and representative position layout monitoring points are selected;
(4) After the model is filled, applying vertical load to a set value by adopting an electronic universal tester to rock mass similar materials in the test cavity;
(5) Connecting a constant-pressure water tank with a water inlet by using a high-pressure water pipe, injecting water into the model to a design value, and performing a test by adopting an upper inlet or a lower inlet;
(6) The method is characterized in that a step-up and step-down method is adopted at the entrance of the tunnel to excavate in a manual drilling mode, after the excavation is completed for one cycle, a supporting material is immediately adopted to support the tunnel, meanwhile, data acquisition in the whole process is synchronously carried out, and then excavation of a next-cycle footage is carried out.
Further, the test using the upper inlet or the lower inlet is specifically: the test performed by adopting the upper inlet or the lower inlet is specifically as follows: when the rock dissolving cavity is positioned at the lower side, an upper side excavation inlet is adopted for testing, a tunnel is excavated through the upper side excavation inlet, the lower side excavation opening and the upper water inlet are closed, and water flow enters the testing cavity from the lower water inlet; when the rock dissolving cavity is located at the upper side, the lower side excavation opening is adopted for testing, a tunnel is excavated through the lower side excavation inlet, the upper side excavation opening and the lower water inlet are closed, and water flow enters the model test main body from the upper water inlet.
Further, the representative locations are the out-of-contour dome, toe, shoulder and bottom along the monitored section excavation contour.
According to the device for simulating the water and mud bursting excavation of the hidden karst tunnel, the high-strength thick steel tube and the thick steel plate are used as a model test bed, the overall rigidity of the model is high, and the large pressure loading in the model test process can be ensured; the contact part of the pressurizing dowel bar and the flange plate is provided with a sealing hole and a sealing ring, so that the sealing effect is good; two tunnel excavation openings are reserved at the position 150mm away from the upper port and the lower port on the test cavity, the hidden karst tunnel is simulated by using the karst cavity, and rock mass similar materials are filled around the hidden karst tunnel, so that physical environment simulation under different position conditions can be realized, and the cost is saved; the pipeline of tunnel excavation entry is provided with a plurality of cable sealing joints, so that the sensor wires can be led out from the model, and the sealing of the whole test process can be ensured. In summary, the device has the advantages of high rigidity, high strength, good sealing performance and accurate measurement data, can simulate water and mud bursting in the karst tunnel excavation process under different positions, different filling conditions and different pressure conditions, and has wide application range.
Drawings
FIG. 1 is a front view of a simulation device for water and mud bursting excavation of a hidden karst tunnel;
FIG. 2 is a cross-sectional top view of the A-A' view of FIG. 1;
FIG. 3 is a graph showing the variation of water burst in the water burst mud bursting process.
Detailed Description
The technical solutions of the present embodiment will be clearly and completely described below with reference to the drawings in the embodiment of the present invention, and it is apparent that the described embodiment is only a part of examples of the present invention, not all examples. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without any inventive effort, are intended to be within the scope of the invention.
As shown in fig. 1-2, the water and mud bursting excavation simulation device in this embodiment can simulate the excavation condition of a hidden karst tunnel under different working conditions, and comprises a base 4, a test cavity 1, a pressurizing device 3 and a water inlet 7, wherein two inlets 5 are arranged on one side of the test cavity 1 and are respectively positioned on the upper side and the lower side of the test cavity 1, a tunnel 13 is dug inwards through the upper side of the excavation inlet 5, a rock mass similar material 11 and a karst cavity 12 are arranged in the test cavity, and the rock mass similar material 11 surrounds the karst cavity; the test cavity is arranged on the base 4, the pressurizing device 3 is arranged at the top of the test cavity 1, and the test cavity is provided with a water inlet 7. The pressurizing device comprises a stress part, a pressurizing dowel bar and a water permeable plate 9, wherein the stress part is arranged at the top of the pressurizing dowel bar, the pressurizing dowel bar is connected with the test cavity 1 through the sealing device, the bottom of the pressurizing dowel bar is connected with the water permeable plate 9, and the top water permeable felt 14 is arranged at the lower end of the water permeable plate 9. Sealing device is ring flange 2, is equipped with a plurality of connecting bolt 6 that excel in around the ring flange, and the ring flange passes through high-strength connecting bolt 6 and test chamber 1 top spiro union, and the ring flange middle part is equipped with the hole, and the pressurization dowel steel has three, passes three hole correspondingly, is equipped with sealing washer 8 on the hole, and the line between the three hole is triangle-shaped, and water inlet 7 is located triangle-shaped side, test chamber 1 bottom is equipped with bottom felt 15 that permeates water, and bottom felt 15 that permeates water contacts with base 4, and the base middle part is equipped with second water inlet 16, and test chamber bottom is connected with the base through second high-strength bolt 17, and the base includes chassis and steel bracket. The outer circumferences of the inlets 5 on the upper and lower sides are provided with cable sealing joints 10. The first transverse monitoring section and the second transverse monitoring section are sequentially arranged in the rock mass similar material along the excavation direction of the tunnel 13, and the karst cavity 12 is located between the first transverse monitoring section and the second transverse monitoring section.
According to different physical and mechanical property parameters of surrounding rock and filling materials, cement and vaseline are selected as cementing agents, sand, barite powder and talcum powder are used as aggregates, silicone oil is used as a regulator, and common surrounding rock is prepared by adjusting the proportion of similar materials; gypsum and vaseline are selected as cementing agents, quartz sand and talcum powder are used as aggregate, mixing water is matched, and the filling materials in the rock dissolving cavity are prepared by adjusting the mutual similar material proportion.
Preferably, the test cavity is made of a cylindrical seamless steel tube, the pressure resistance is more than 10MPa, the wall thickness of the cavity is 16mm, the inner diameter is 400mm, the inner clear height is 660mm, the test cavity is placed on a chassis of the base 4 and supported by a steel support, two inlets are reserved on the test cavity at the position 150mm away from an upper port and a lower port, the two inlets extend outwards, and meanwhile, 16 cable sealing joints 10 are arranged on a pipeline of a tunnel excavation inlet and used for leading sensor wires out of a model; the water inlet reserved on the bottom flange is arranged in the middle of the flange; the pressurizing dowel bar passes through the upper sealing flange plate and is distributed in a triangle shape, the earth stress is applied to the rock mass similar materials paved in the model main body through the water permeable plate 9 connected with the pressurizing dowel bar, the diameter of the water permeable hole is 5mm, A piece of water-permeable felt is placed at the contact position of the water-permeable plate and the rock mass similar material, so that the purpose is to keep the broken slag of the model filling material sample in the cavity of the simulation device, and meanwhile, the water flow can uniformly act on the model filling material.
Water bursting and mud bursting excavation simulation using the embodiment the specific test steps for the simulation of the device are as follows:
(1) Assembling a hidden karst tunnel water and mud bursting excavation simulation device, and placing the excavation simulation device on a steel bracket;
(2) Closing an inlet, paving a rock mass similar material in the test cavity, and presetting a rock dissolving cavity in the rock mass similar material;
(3) Sequentially arranging a first transverse monitoring section and a second transverse monitoring section in the rock mass similar material along the tunnel excavation direction, wherein the first transverse monitoring section and the second transverse monitoring section are vertical to the tunnel, a karst cavity is arranged between the first transverse monitoring section and the second transverse monitoring section, and monitoring points are arranged at representative positions such as an arch crown, an arch foot, an arch shoulder, an arch bottom and the like outside the excavation contour line of the monitoring sections so as to acquire data;
(4) After the model is filled, an electronic universal testing machine is adopted to apply vertical load to a set value to rock mass similar materials in a test cavity through a pressurizing device;
(5) The constant-pressure water tank is connected with the water inlet through the high-pressure water pipe, water is injected into the model to reach a design value, and the test performed by adopting the upper inlet or the lower inlet is specifically as follows: the rock dissolving cavity is arranged on the lower side, an upper side excavation inlet is adopted for testing, a tunnel is excavated through the upper side excavation inlet, the lower side excavation inlet and the upper water inlet are closed, and water flow enters the testing cavity from the lower water inlet;
(6) The method is characterized in that a step-up and step-down method is adopted at the entrance of the tunnel to excavate in a manual drilling mode, after the excavation is completed for one cycle, a supporting material is immediately adopted to support the tunnel, meanwhile, data acquisition in the whole process is synchronously carried out, and then excavation of a next-cycle footage is carried out. The specific data mainly comprise flow, water pressure, deformation and filler loss, wherein the flow is collected by adopting an LZ-series metal tube float flowmeter, the pressure level is 2.0MPa, and the measuring range is 10-100L/h; the water pressure is collected by adopting an XHZ-701 type resistance strain type micro osmometer, the external dimension is phi 26 mm, and the measuring range is 0-1MPa; the soil pressure is collected by adopting a DZ-I resistance type miniature soil pressure sensor, the external dimension is phi 17 mm, and the measuring range is 0-2MPa; the deformation is collected by adopting a self-made miniature strain sensor; the filler loss amount is obtained by putting the mud-water mixed two-phase flow collected in the test into an oven to be baked and separated.
According to the collected data, based on the model test results of water burst and mud burst under the conditions of high osmotic pressure and high stress of the hidden karst tunnel, the change rules of physical quantities such as water burst quantity, substances burst (mud burst quantity), permeability coefficient, porosity, reynolds number and the like of surrounding rocks in the process of excavating the hidden karst tunnel are mainly analyzed, as shown in figure 3, the water burst process can be divided into three stages, namely an initial seepage stage (I), a small amount of fillers burst with water flow, and the water burst quantity is slowly increased according to the change of the water burst quantity in the water burst process; a seepage mutation stage (II) in which water flow continuously flushes the fillers, a large amount of fillers migrate and run off, and the water inflow is rapidly increased in a shorter time; and in the stable seepage stage (III), the filling carried by the water flow is basically washed out, the permeability tends to be stable, and the water inflow is basically kept unchanged.
Through the analysis, the change rule of the disaster evolution trigger mechanism and key control parameters thereof caused by water and mud bursting under the condition of the excavation and unloading of the hidden karst tunnel is further revealed, discussing disaster evolutionary characteristics of water bursting and mud bursting of a primary channel and a secondary channel under the excavation unloading condition of a sudden rock body structure of a hidden karst tunnel, and providing critical hydrodynamic conditions formed by mud-water mixed two-phase flow sudden burst channels.
The foregoing description of the preferred embodiments of the invention is provided for the purpose of illustration only, and is not intended to limit the invention, as long as it is within the spirit and principles of the invention, any modification, equivalent replacement, improvement, etc. should be included in the scope of the present invention.
Claims (3)
1. A method for simulating a hidden karst water and mud bursting disaster is characterized by comprising the following steps: the method comprises the following steps:
(1) The device comprises a base, a test cavity, a vertically pressurized pressurizing device and a water inlet, wherein two excavation inlets are formed in one side of the test cavity and are respectively positioned on the upper side and the lower side of the test cavity, a tunnel is excavated inwards through the upper side or the lower side of the excavation inlets, and rock mass similar materials and a karst cavity are arranged in the test cavity and surround the karst cavity by the rock mass similar materials; the test cavity is arranged on the base, the pressurizing device is arranged at the top of the test cavity, and the test cavity is also provided with a water inlet;
(2) Paving a rock mass similar material in the test cavity, and presetting a rock dissolving cavity in the rock mass similar material;
(3) The method comprises the steps that a first transverse monitoring section and a second transverse monitoring section are sequentially arranged in a rock mass similar material along a tunnel excavation direction, the tunnel is perpendicular to the first transverse monitoring section and the second transverse monitoring section, a karst cavity is arranged between the first transverse monitoring section and the second transverse monitoring section, and representative positions are selected to be provided with monitoring points;
(4) After the model is filled, applying vertical load to a set value by adopting an electronic universal tester to rock mass similar materials in the test cavity;
(5) Connecting a constant-pressure water tank with a water inlet by using a high-pressure water pipe, injecting water into the model to a design value, and performing a test by adopting an upper inlet or a lower inlet;
(6) Excavating at the entrance of a tunnel by adopting a manual drilling mode by adopting a step-up and step-down method, immediately supporting the tunnel by adopting a supporting material after one cycle of excavation is completed, synchronously acquiring data in the whole process, and then excavating the footage of the next cycle;
the test performed by adopting the upper inlet or the lower inlet is specifically as follows: when the rock dissolving cavity is positioned at the lower side, an upper side excavation inlet is adopted for testing, a tunnel is excavated through the upper side excavation inlet, the lower side excavation opening and the upper water inlet are closed, and water flow enters the testing cavity from the lower water inlet; when the rock dissolving cavity is positioned on the upper side, a lower side excavation opening is adopted for testing, a tunnel is excavated through a lower side excavation inlet, the upper side excavation opening and a lower water inlet are closed, and water flow enters a model test main body from the upper water inlet;
the representative locations are the outer arch, the arch springing, the arch shoulder and the arch bottom along the monitoring section excavation contour;
the pressurizing device comprises a stress part, a pressurizing dowel bar and a water permeable plate, wherein the stress part is arranged at the top of the pressurizing dowel bar, the pressurizing dowel bar is connected with the test cavity through a sealing device, the bottom of the pressurizing dowel bar is connected with the water permeable plate, and the lower end of the water permeable plate is provided with a top water permeable felt;
the sealing device is a flange plate, a plurality of connecting pieces are arranged around the flange plate, the flange plate is connected with the top of the test cavity through the plurality of connecting pieces, a hole is formed in the middle of the flange plate, the pressurizing dowel bar penetrates through the hole, and a sealing ring is arranged on the hole;
and a cable sealing joint is arranged at the periphery of the excavated tunnel.
2. The method for simulating a cryptomorphic karst water and mud disaster according to claim 1, wherein the method comprises the following steps: the number of the holes is three, the connecting lines among the three holes are triangular, and the water inlet is arranged at the side of the triangle.
3. The method for simulating a cryptomorphic karst water and mud disaster according to claim 1, wherein the method comprises the following steps: the base includes bottom ring flange and support, and the test chamber is located on the bottom ring flange, and the test chamber bottom is equipped with the bottom felt that permeates water, and the bottom felt that permeates water contacts with the bottom ring flange, and bottom ring flange middle part is equipped with the second water inlet.
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| CN201710139052.0A CN106872334B (en) | 2017-03-09 | 2017-03-09 | Device and method for simulating water bursting and mud bursting excavation |
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