CN107328917A - The simulation system and experimental method of face stability are excavated for regulating and controlling frozen soil tunnel - Google Patents
The simulation system and experimental method of face stability are excavated for regulating and controlling frozen soil tunnel Download PDFInfo
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Abstract
The present invention relates to constructing tunnel model test field, it is specifically related to a kind of to be used to regulate and control simulation system and experimental method that frozen soil tunnel excavates face stability, simulation system includes model system, sensor-based system and processing system, model system includes being loaded with the model casing and tunnel model of frozen soil, tunnel model can insert frozen soil and can release, and then expose the excavation face of the simulation frozen soil tunnel communicated with the external world, sensor-based system includes the measuring apparatus being arranged in model casing frozen soil layer, the excavation face morphological parameters of measuring frozen simultaneously connect processing system, processing unit is sent data to by the data acquisition device of processing system, then processing data is exported after handling by analysis, the present invention simulates the operating mode of frozen soil tunnel construction, and morphological parameters measurement is carried out to excavation face and frozen soil, and drawn a conclusion after analyzing and handle through processing system, disclose excavation face Failure Mechanism, reference proposition is provided for engineering construction, reach and avoid Tunnel Landslide, the purpose that the accidents such as roof fall occur.
Description
Technical field
It is more particularly to a kind of to be used to regulate and control frozen soil tunnel excavation face stabilization the present invention relates to constructing tunnel model test field
The simulation system and experimental method of property.
Background technology
Frozen soil is widely distributed in China, and its area accounts for 1/5th of China's land area.Public affairs are built in these areas
Road and tunnel, are undoubtedly a challenge to engineers.During 13, country will build more high speeds in west area
Highway, high-speed railway and city underground etc..Summarize successful experience in the past and carry out technological innovation, become engineers such as
Modern vital task urgently to be resolved hurrily.
Frozen soil is extremely sensitive for temperature change, before permafrost tunnel country rock excavation face unstability is mainly due to excavation face
Square frozen soil is in frozen soil country rock after hole internal-external heat exchange and in-cavity construction behavior double action, and excavation face is with frozen soil in front of excavation face
The temperature difference is produced between country rock, heat spontaneously produces heat convection from frozen soil country rock depths transmission in front of excavation face, existed quickly
The thawed core formed in frozen soil country rock.Thawed core is to cause frozen soil tunnel excavation face unstability " cause of all kinds of wickedness ".Therefore, if energy
The dynamic evolution and excavation face Failure Mechanism of thawed core are grasped, can just correspond to and take corresponding measure to avoid Tunnel Landslide, emit
How the generation of the disaster accidents such as top, therefore, obtain dynamic evolution, the Failure Mechanism of excavation face of thawed core, be frozen soil
Area construction provides reliable technical proposal and data are supported, significant in the work progress of Frozen Ground Area as solving
Target.
In the prior art, when being constructed in Frozen Ground Area, most of engineering is all suited measures to local conditions, according to engineering institute
The actual conditions run into take Corresponding Countermeasures, do not form a set of effective method, countermeasure, and the engineering also having is built using finite element
Formwork erection type is analyzed, but this finite element method theoretical property is too strong, can not replace the frozen soil tunnel excavation face of reality
Construction operating mode, often through technical parameter is artificially introduced, reference significance and application value less, therefore, need a kind of laboratory badly
System equipment, the system equipment energy simple operations, while thawed core drilling in Convective Heat Transfer in Practical Project can be simulated
Change process.
The content of the invention
It is an object of the invention to：Development law and tunnel for thawed core can not be previously obtained during frozen soils construction
The Failure Mechanism of road excavation face, cause during work progress can not to excavate for engineering construction regulation and control face stability provide with reference to and it is effective
It is recommended that, and then it is used to regulate and control frozen soil tunnel there is provided one kind the problem of lead to not the disaster accidents such as advance preventing Tunnel Landslide, roof fall
Road excavates the simulation system and experimental method of face stability, and the simulation system includes model system, sensor-based system and processing system,
The operating mode of frozen soil tunnel construction and excavation face unstability is simulated by model system, and then by sensor-based system to excavation face and frozen soil
Measure, obtain excavation face morphological parameters, and analyzed, handled using processing system, the dynamic for disclosing thawed core is drilled
Become rule and excavation face Failure Mechanism, referred to and effectively suggestion so as to excavate face stability for engineering construction regulation and control and provide, effectively
Avoid the generation of the disaster accidents such as Tunnel Landslide, roof fall.
In order to realize foregoing invention purpose, the invention provides following technical scheme：
It is a kind of to be used to regulate and control the simulation system that frozen soil tunnel excavates face stability, including model system, sensor-based system and processing system
System, wherein：
The model system includes offering installation tunnel on the model casing and tunnel model for being used to contain frozen soil, the model casing
The large hole of model, enables the tunnel model to be released out of this large hole, and then makes the excavation face and extraneous phase of simulation frozen soil
It is logical；
The sensor-based system includes temperature measuring set and seepage pressure measuring instrument, temperature measuring set and the seepage pressure measuring instrument
It is connected in model casing and with processing system, temperature and seepage pressure for measuring frozen excavation face；
The processing system includes the data acquisition device for being used to gather the sensor-based system morphological parameters, the data acquisition device
It is connected to store, analyze the processing unit of morphological parameters, the processing unit exports processing data.
Frozen soil is extremely sensitive to temperature change, during tunnel excavation, and the heat inside and outside tunnel is spontaneously from excavation face
Front frozen soil country rock stretches out transmission and produces heat convection, so as to form thawed core in frozen soil country rock, thawed core makes frozen soil tunnel
In the basic source of road excavation face unstability, this programme, after tunnel model is released out of frozen soil/skidded off, expose what is communicated with the external world
The excavation face of frozen soil is simulated, excavation face both sides produce the temperature difference, carry out heat convection, melted so as to start thawing formation inside frozen soil
Change the thawed core produced in area, simulation Frozen Ground Area work progress, and frozen soil is carried out by the sensor-based system in frozen soil
Morphometry（Including temperature, seepage pressure etc.）, analyzed by processing system and obtain the dynamic evolution of thawed core and open
Digging face Failure Mechanism, provides for engineering construction regulation and control excavation face stability and refers to and effectively suggestion.
This programme simulates the excavation face of frozen soil tunnel by model system, by the sensor-based system in model casing
Morphological parameters to frozen soil are measured, and these morphological parameters are gathered and transmitted to place by the harvester of processing system
Device is managed, so that the analysis by processing unit is calculated, frozen soil tunnel excavation face unstability rule and Failure Mechanism, Jin Eryi is obtained
By the unstability rule and the stability in Failure Mechanism regulation and control tunnel excavation face, it is to avoid tunnel caves in during practice of construction
The disaster accidents such as roof fall.
Model system includes containing the model casing and the tunnel model in frozen soil of frozen soil, opens up large hole, makes tunnel
Road model can be released/skidded off along the large hole, make excavation face（Specially face）Communicated with the external world, hand over the inside and outside heat that produces in hole
Change, produce the temperature difference between square frozen soil and excavation face in face of excavation simulation, so as to produce the situation of heat convection, and make tunnel mould
Type can be released from frozen soil/skidded off, and simulate in-cavity construction behavior, and the frozen soil in model casing is dual heat exchange and in-cavity construction
Under effect, excavation face unstability, so as to simulate in tunnel excavation work progress, frozen soil fusing and excavation construction are lived in front of excavation face
Dynamic to make the operating mode of frozen soil tunnel excavation face unstability, the frozen soil that the tunnel model of this programme is used can be selected according to actual conditions
Select, the constructing tunnel operating mode of different Frozen Ground Areas can be simulated, flexibility is stronger, and the scope of application is widely.
Simulation system composition is simple, easy to operate, can simulate in Practical Project thawed core in Convective Heat Transfer
Evolution process, so as to disclose the dynamic evolution and excavation face Failure Mechanism of thawed core.
It is preferred that, the tunnel model includes the supporting section being arranged in frozen soil and the control extended on the outside of large hole
Lining model groove is provided with the outside of section, the supporting section, the lining model groove is used for the branch of solidification simulation tunnel lining structure
The opening offered on model, the lining model groove for being separated with model for anchor is protected, the lining model groove is provided with installation branch
Seat, and be connected to by the erection support in model casing.
The lining model groove is rectangular parallelepiped structure, and its length direction both ends of the surface is contacted with the inwall of model groove, lining cutting mould
In six faces of type groove, in addition to upper surface and front end face, remaining four face closure, the front end face is the mould with offering large hole
Molding box inwall laminating one side.According to this, the one side that large hole is opened up in model casing is also considered as front end face.
The lining model groove is cuboid metal trough.
Lining cutting during the model for anchor simulation tunnel construction, model for anchor is using the mixture warp for mixing a certain amount of iron wire
Hardening by cooling is formed.
Lining model groove is arranged, for the model for anchor of solidification simulation tunnel-liner, the raw material of model for anchor is imported and served as a contrast
Build in model groove, after after raw material hardening by cooling, take out model groove, form liner structure.In this way, it can simulate and freeze
Lining cutting time of day under native environment, it is ensured that the true environment of the properer Frozen Ground Area construction of simulation system of this programme, is obtained
Accurate excavation face morphological parameters, are that sufficient preparation is carried out in the analysis for carrying out excavation face instability Mechanism the later stage.In lining cutting mould
Opening is set in type groove, after model for anchor solidification, lining model groove is separated with model for anchor by the opening, so as to take out lining
Build model groove.
In the outside of tunnel model（That is outer wall）Lining model groove is provided with, makes more to press close to freeze by lining model groove
The liner structure in soil area, it is ensured that the result obtained by this simulation system is correct reliable, so that with higher reference
And break-up value.
Because the thawed core formed in frozen soil country rock is the basic source of excavation face unstability, by setting model for anchor, more
Plus supporting role of the model for anchor to the frozen soil after generation thawed core is thoroughly analyzed, analysis obtains the lining cutting under frozen soil environment
Structure is to preventing the effect of Tunnel Landslide.
It is preferred that, the model system also includes the track-type facilities for being used to support the tunnel model to slide.
Track-type facilities are set, for supporting tunnel model, tunnel model is entered line slip along track-type facilities, so as to ensure tunnel
Road model is moved in fixed-direction, it is to avoid producing skew causes broken line to move.
It is preferred that, the track-type facilities include being arranged in the screw mandrels of tunnel model both sides, the screw mandrel through model casing from
Frozen soil extends from inside to outside, and its bearing of trend is parallel with tunnel model, and the control section end of the tunnel model is connected with support and slided
Plate, the screw mandrel is fixed after passing through support skid by screw mandrel spud pile.
The track-type facilities of aforesaid way are taken, tunnel model is entered line slip along screw mandrel, it is ensured that glide direction is fixed, are made
Tunnel model do not shifted in sliding process, misorientation.
It is preferred that, support skid is welded as a whole with tunnel model.
One end of screw mandrel is located in frozen soil, and the other end is extended on the outside of model casing, and the screw mandrel spud pile is located at screw mandrel mould
Molding box lateral ends.
It is preferred that, the model casing is the rectangular box that top is provided with back pressure plate, and the back pressure plate and model casing are removable
Formula connection is unloaded, model casing is realized by back pressure plate and is opened and closed, the inwall of the model casing is provided with thermal insulation layer.
Model casing is opened and/or closed by back pressure plate, so as to carry out cloth to model system in experimentation
Put and install, and fill the frozen soil of different attribute as needed, carry out the excavation face stability analysis under a variety of frozen soil environments.
Thermal insulation layer is set in model casing, effectively can prevent frozen soil from radiating, so that frozen soil keeps former in a long time
It is stateful, it is ensured that there is simulation system time enough to carry out simulated experiment, it is ensured that data more closing to reality.
The thermal insulation layer is adiabatic coiled material, and adiabatic coiled material, the thermal insulation are arranged with along along six internal faces of rectangular box
The thickness of coiled material is corresponding with the volume of model casing, it is ensured that the frozen soil in model casing is chronically at the trystate of needs.
It is preferred that, backpressure device is installed on the model casing, the backpressure device includes consolidating installed in model casing top
Fixed board, the two ends of the fixed plate are connected with locking pull bar.
Installation locking pull bar, makes the fixed plate be strained and fixed by locking pull bar, and frozen soil is contained in model casing, works as frozen soil
Fill after model casing, it is necessary to ensure frozen soil compacting fill up, using the backpressure device of this programme, can to frozen soil carry out compaction treatment.
The cable-through hole passed through for sensor-based system wiring is additionally provided with the model casing.
Due to being disposed with the sensor-based system for measuring frozen morphological parameters in frozen soil, sensor-based system includes a variety of measurements
Equipment, measuring apparatus is needed to be connected with processing system, by opening up cable-through hole on model casing, and the wiring for measuring apparatus is led to
Cross.
The cable-through hole is adapted to wiring, it is to avoid cable-through hole is excessive, prevents radiating serious.
It is preferred that, the sensor-based system also includes displacement meter, soil pressure cell and foil gauge, and the soil pressure cell is arranged on lining
Structural outside layers are built, the position close to excavation face in frozen soil is also disposed with soil pressure cell, and the displacement meter is arranged close to model
Also displacement meter is disposed with the frozen soil top layer of case upper surface inwall, and in the rear end face inwall frozen soil top layer of model casing, it is described to answer
Become piece and be arranged in liner structure outer surface at excavation face.
Using soil pressure cell measuring frozen each time of measuring point pressure, so as to obtain pressure changing, displacement
Count for the settling amount in measuring frozen layer, so as to analyze the steadiness of excavation face according to settling amount.
Foil gauge is arranged, the dependent variable of liner structure each point is measured by foil gauge, so that the dynamic to analyze thawed core
Development law and excavation face Failure Mechanism provide basic data.
The foil gauge is low temperature uniaxial strain piece, and foil gauge is adopted is arranged on liner structure at excavation face in the method for paste
Outer surface.
It is preferred that, the displacement is calculated as linear displacement transducer.
It is preferred that, the soil pressure cell is the special miniature soil pressure cell of model test.
It is preferred that, the smaller hole for installing brace rod is offered on the rear end face of the model casing, the brace rod connects
Fixed plate is connected to, the brace rod and fixed plate are used to install soil pressure cell and displacement meter.
The brace rod is reinforcing bar, and the fixed plate is square plate, and reinforcing bar and square plate are welded to connect.
The end face that large hole is offered on model casing is front end face, and opposite side is rear end face, and branch is arranged on rear end face
Muscle is supportted, and the brace rod is fixed by fixed plate, such structure is easily installed soil pressure cell and displacement meter, makes soil pressure
Box and displacement meter are fixed.
The processing system includes the data acquisition device for being used to gather the sensor-based system morphological parameters, the data acquisition
Device is connected to store, analyze the processing unit of morphological parameters, and the processing unit exports processing data.
It is preferred that, the data acquisition device includes data collecting instrument and deformeter, and the data collecting instrument is used to obtain
Settling amount, the measuring point temperature of temperature measuring set measurement and the liner structure dependent variable of foil gauge measurement of displacement meter measurement, it is described
Deformeter is used for the soil pressure for the seepage pressure and soil pressure cell measurement for gathering the measurement of seepage pressure measuring instrument, the data acquisition
Instrument and deformeter are connected to processing unit, and the processing unit is computer system, and computer system can also store sensor-based system
The data monitored, and built-in analysis module carries out data analysis.
Accordingly, it is used to regulate and control the experiment side in country rock temperature field in front of frozen soil tunnel excavation face present invention also offers a kind of
Method, is regulated and controled to temperature field using simulation system described above, comprised the following steps：
A, composition model system, predefine the size of tunnel model, and open up on model casing it is corresponding with tunnel model compared with
Macropore, while opening up smaller hole and cable-through hole, is ready to be fixed after model casing, and installs heat-insulated in the model chamber interior wall
Layer；
B, tunnel model is moved to inside model casing, lining model groove is installed, and passes through lining model groove makes model for anchor；
C, removal lining model groove, and the frozen soil for needing to analyze is laid in model casing, while arranging sensor-based system；
D, tunnel model released, expose face and liner structure, be passed through the hot blast of different temperatures；
E, frozen soil tunnel excavation face Failure Mechanism is obtained by processing system.
When containing frozen soil in model casing, the type of frozen soil is similar to the frozen soil during practice of construction, different in analysis
Frozen Ground Area tunnel excavation during excavation face stability when, correspondence take corresponding frozen ground types, so as to obtain the jelly
The Tunnel Stability mechanism in soil area, and corresponding scheme is provided.The simulation system and experimental method of the present invention can be used for various
The sunykatuib analysis of frozen ground types, and provide suggestion and advisory opinion to the construction of Practical Project.
After tunnel model is released, toward face and liner structure in be passed through the hot blast of different temperatures, can simulate different
External environment condition, progress obtains the stabilization that same type of frozen soil carries out excavation face during heat exchange under different environmental conditions
Implementations, so as to carry out many analyses, obtain more fully with wide in range data reference.
The experimental method of this programme is tested by foregoing simulation system, is obtained after the Failure Mechanism of tunnel excavation face,
Corresponding Countermeasures can be just taken during practice of construction, the stability to frozen soil tunnel excavation face is adjusted, so as to effectively keep away
Exempt from the generation of the disaster accidents such as Tunnel Landslide, roof fall.
It is preferred that, the temperature measuring set uses temperature sensor, and the seepage pressure measuring instrument uses osmometer, temperature
Sensor and osmometer are arranged on multiple sections of tunnel model, including the section near excavation face, in each section
On, extended with tunnel model centrally along multiple radial directions, each radial direction arranges multiple temperature sensors and many
Temperature sensor and osmometer arrangement density near the individual osmometer, excavation face on section are higher than other sections.
Take aforesaid way to arrange temperature sensor and osmometer, temperature sensor and osmometer is arranged more comprehensive,
The temperature variations and seepage pressure situation of change of all region frozen soil can be measured, makes data analysis, handle more accurate,
Also the situation of change closer to frozen soil during practice of construction, the excavation face instability Mechanism for drawing the simulation system of this programme
Analysis is more accurate.
The higher temperature sensor and osmometer of density is arranged in section near excavation face, so as to more accurately measure
Excavate the permafrost change situation that surface construction is caused.
The temperature sensor and osmometer are sequentially arranged.
It is preferred that, the temperature sensor is popped one's head in for platinum resistance.
It is preferred that, the osmotic pressure is calculated as the special miniature osmometer of model test.
It is preferred that, in the step a, the size of tunnel model is determined according to Practical Project, and the size of tunnel model will expire
The tunnel prototype of sufficient practice of construction and the similitude of tunnel model diabatic process, make in model the convection transfer rate likelihood ratio with it is several
The product of what likelihood ratio is equal to the thermal conductivity factor likelihood ratio of frozen soil.
It is preferred that, in the step b, make model for anchor when, model for anchor using certain mass than water, gypsum, silicon
Algae mixture and iron wire, which are made, to be formed, and model for anchor raw material is prepared in advance, is installed after lining model groove, by the original configured
Material is poured into lining model groove, treats that it is cooled down, and hardening finally takes out lining model groove, so as to form the lining cutting knot of model system
Structure.
It is preferred that, when model system is provided with backpressure device, increase step c ' after step c：Frozen soil is routed to mould
During molding box tip position, thermal insulation layer is laid, and covers counter, then the frozen soil in model casing is pressed using backpressure device
Crucial point is managed, and fixed backpressure device.
During the simulation system and experimental method of the present invention, the frozen soil used uses the refrigerator appliance system in laboratory
, and in order to ensure freezing efficiency, frozen soil top layer is consistent with internal temperature, it is preferred that and frozen soil is using piecemeal realization, every piece
Size be made as 30cm × 30cm × 30cm.
Compared with prior art, beneficial effects of the present invention：
1st, the excavation face of frozen soil tunnel is simulated by model system, by the sensor-based system in model casing to frozen soil
Morphological parameters are measured, and these morphological parameters are gathered and transmitted to processing unit by the harvester of processing system,
So as to which the analysis Jing Guo processing unit is calculated, frozen soil tunnel excavation face unstability rule and Failure Mechanism are obtained, and then rely on the mistake
Steady rule and the stability in Failure Mechanism regulation and control tunnel excavation face, it is to avoid collapse and cave-in etc. occurs during practice of construction for tunnel
Disaster accident；
2nd, lining model groove is arranged, for the model for anchor of solidification simulation tunnel-liner, the raw material of model for anchor is imported into lining cutting
In model groove, after after raw material hardening by cooling, model groove is taken out, liner structure is formed.In this way, it can simulate in frozen soil
Lining cutting time of day under environment, it is ensured that the true environment of the properer Frozen Ground Area construction of the simulation system of this programme, obtain compared with
It is that sufficient preparation is carried out in the analysis for carrying out excavation face instability Mechanism the later stage for accurate excavation face morphological parameters；
3rd, temperature sensor and osmometer are arranged on multiple sections of tunnel model, including the section near excavation face,
On each section, extended with tunnel model centrally along multiple radial directions, each radial direction arranges multiple temperature
Spend the temperature sensor near sensor and multiple osmometers, excavation face on section and osmometer arrangement density is higher than other
Section, this mode makes temperature sensor and osmometer arrange more comprehensive, can measure the temperature change of all region frozen soil
Situation and seepage pressure situation of change, make data analysis, handle more accurate, also closer to frozen soil during practice of construction
Situation of change, the excavation face Unstability Mechanism for drawing the simulation system of this programme is more accurate；
The 4th, thermal insulation layer is set in model casing, effectively can prevent frozen soil from radiating, so that frozen soil keeps original in a long time
State, it is ensured that there is simulation system time enough to carry out simulated experiment, it is ensured that data more closing to reality；
When the 5th, containing frozen soil in model casing, the type of frozen soil is similar to the frozen soil during practice of construction, different analyzing
During the tunnel excavation of Frozen Ground Area during the stability of excavation face, correspondence takes corresponding frozen ground types, so as to obtain the frozen soil
The Tunnel Stability mechanism in area, and corresponding scheme is provided.The simulation system and experimental method of the present invention can be used for various jellies
The sunykatuib analysis of great soil group type, and provide suggestion and advisory opinion to the construction of Practical Project；
6th, after tunnel model is released, toward face and liner structure in be passed through the hot blast of different temperatures, can simulate it is different outside
Portion's environmental condition, progress obtains the stability that same type of frozen soil carries out excavation face during heat exchange under different environmental conditions
Situation, so as to carry out many analyses, obtain more fully with wide in range data reference.
Brief description of the drawings：
Fig. 1 is the model system structural representation of simulation system of the present invention.
Fig. 2 is the sensor-based system of simulation system of the present invention（Temperature sensor and osmometer）Arrangement schematic diagram.
Fig. 3 is the arrangement schematic diagram at another visual angles of Fig. 2.
Fig. 4 is the sensor-based system of simulation system of the present invention（Temperature sensor, osmometer and foil gauge）Arrangement schematic diagram.
Fig. 5 is the sensor-based system of simulation system of the present invention（Displacement meter and soil pressure cell）Arrangement schematic diagram.
Fig. 6 is the arrangement schematic diagram at another visual angles of Fig. 5.
Fig. 7 is the step of country rock temperature field experimental method in front of the simulation system regulation and control frozen soil tunnel excavation face using the present invention
Rapid flow chart.
Marked in figure：1- model casings, 2- tunnel models, 21- control sections, 3- excavation faces, 4- lining model grooves, 5- supporting moulds
Type, 6- track-type facilities, 61- screw mandrels, 62- screw mandrel spud piles, 7- support skids, 8- back pressure plates, 9- thermal insulation layers, 10- backpressure devices,
101- fixed plates, 102- locking pull bars, 11- temperature measuring sets, 12- seepage pressure measuring instruments, 13- foil gauges, 14- displacement meters,
15- soil pressure cells, 16- brace rods, 17- fixed plates.
Embodiment
With reference to test example and embodiment, the present invention is described in further detail.But this should not be understood
Following embodiment is only limitted to for the scope of above-mentioned theme of the invention, it is all that this is belonged to based on the technology that present invention is realized
The scope of invention.
Embodiment 1
As shown in Fig. 1~Fig. 6：
The simulation system of face stability, including model system, sensor-based system and processing system are excavated for regulating and controlling frozen soil tunnel, its
In, the model system includes offering installation tunnel on the model casing 1 and tunnel model 2 for being used to contain frozen soil, the model casing 1
The large hole of road model 2, enables the tunnel model 2 to be released out of this large hole, so make the excavation face 3 of simulation frozen soil with it is outer
Boundary is communicated；
The sensor-based system includes temperature measuring set 11 and seepage pressure measuring instrument 12, the temperature measuring set 11 and seepage pressure
Measuring instrument 12 is arranged in model casing 1 and is connected with processing system, temperature and seepage pressure for measuring frozen excavation face；
The processing system includes the data acquisition device for being used to gather the sensor-based system morphological parameters, the data acquisition device
It is connected to store, analyze the processing unit of morphological parameters, the processing unit exports processing data.
Frozen soil is extremely sensitive to temperature change, during tunnel excavation, and the heat inside and outside tunnel is spontaneously from excavation face
Front frozen soil country rock stretches out transmission and produces heat convection, so as to form thawed core in frozen soil country rock, thawed core makes frozen soil tunnel
In the basic source of road excavation face unstability, this programme, after tunnel model is released out of frozen soil/skidded off, expose what is communicated with the external world
The excavation face of frozen soil is simulated, excavation face both sides produce the temperature difference, carry out heat convection, melted so as to start thawing formation inside frozen soil
Change the thawed core produced in area, simulation Frozen Ground Area work progress, and frozen soil is carried out by the sensor-based system in frozen soil
Morphometry（Including temperature, seepage pressure etc.）, analyzed by processing system and obtain the dynamic evolution of thawed core and open
Digging face Failure Mechanism, provides for engineering construction regulation and control excavation face stability and refers to and effectively suggestion.
This programme simulates the excavation face of frozen soil tunnel by model system, by the sensor-based system in model casing
Morphological parameters to frozen soil are measured, and these morphological parameters are gathered and transmitted to place by the harvester of processing system
Device is managed, so that the analysis by processing unit is calculated, frozen soil tunnel excavation face unstability rule and Failure Mechanism, Jin Eryi is obtained
By the unstability rule and the stability in Failure Mechanism regulation and control tunnel excavation face, it is to avoid tunnel caves in during practice of construction
The disaster accidents such as roof fall.
Model system includes containing the model casing and the tunnel model in frozen soil of frozen soil, opens up large hole, makes tunnel
Road model can be released/skidded off along the large hole, make excavation face（Specially face）Communicated with the external world, hand over the inside and outside heat that produces in hole
Change, produce the temperature difference between square frozen soil and excavation face in face of excavation simulation, so as to produce the situation of heat convection, and make tunnel mould
Type can be released from frozen soil/skidded off, and simulate in-cavity construction behavior, and the frozen soil in model casing is dual heat exchange and in-cavity construction
Under effect, excavation face unstability, so as to simulate in tunnel excavation work progress, frozen soil fusing and excavation construction are lived in front of excavation face
Dynamic to make the operating mode of frozen soil tunnel excavation face unstability, the frozen soil that the tunnel model of this programme is used can be selected according to actual conditions
Select, the constructing tunnel operating mode of different Frozen Ground Areas can be simulated, flexibility is stronger, and the scope of application is widely.
Simulation system composition is simple, easy to operate, can simulate in Practical Project thawed core in Convective Heat Transfer
Evolution process, so as to disclose the dynamic evolution and excavation face Failure Mechanism of thawed core.
Tunnel model 2 includes the supporting section being arranged in frozen soil and the control section 21 extended on the outside of large hole, the support
Section outside is provided with lining model groove 4, Fig. 1, and because supporting section is stretched into inside lining model groove 4, therefore supporting section is in figure
Invisible, the lining model groove 4 is used to open on the model for anchor 5 of solidification simulation tunnel lining structure, the lining model groove 4
Provided with the opening for being separated with model for anchor 5, the lining model groove 4 is provided with erection support, and by erection support connection
In model casing 4.
As one of which preferred embodiment, lining model groove 4 be rectangular parallelepiped structure, its length direction both ends of the surface with
In the inwall contact of model groove 1, six faces of lining model groove 4, in addition to upper surface and front end face, remaining four face closure is described
Front end face is to be fitted simultaneously with offering the model chamber interior wall of large hole.According to this, the one side of large hole will be also opened up in model casing
It is considered as front end face.
Further, the lining model groove 4 is cuboid metal trough, and tunnel model 2 is thin-walled Aluminum Drum.
The liner structure during simulation tunnel of model for anchor 5 construction, model for anchor 5 is mixed using a certain amount of iron wire of incorporation
Compound is formed through hardening by cooling.
Lining model groove 4 is arranged, for the model for anchor 5 of solidification simulation tunnel lining structure, by the raw material of model for anchor 5
Import in lining model groove 4, after after raw material hardening by cooling, take out lining model groove 4, form liner structure, in this way,
The lining cutting time of day under frozen soil environment can be simulated, it is ensured that it is true that the properer Frozen Ground Area of simulation system of this programme is constructed
Real environment, obtains accurate excavation face morphological parameters, is that sufficient standard is carried out in the analysis for carrying out excavation face instability Mechanism the later stage
It is standby.Opening is set on lining model groove, after model for anchor solidification, lining model groove and model for anchor point are made by the opening
From so as to take out lining model groove.
In the outside of tunnel model 2（That is outer wall）Lining model groove 4 is provided with, supporting mould is made by lining model groove 4
Type 5, makes the structure of model system more press close to the actual condition of Frozen Ground Area, it is ensured that the result obtained by this simulation system is
It is correct reliable, so that with higher reference and break-up value.
Because the thawed core formed in frozen soil country rock is the basic source of excavation face unstability, by setting model for anchor, more
Plus supporting role of the model for anchor to the frozen soil after generation thawed core is thoroughly analyzed, analysis obtains the lining cutting under frozen soil environment
Structure is to preventing the effect of Tunnel Landslide.
In order to ensure that tunnel model 2 is moved in fixed-direction, it is to avoid producing skew causes broken line to move, in tunnel model 2
The position of control section 21 be additionally provided with for support tunnel model 2 slide track-type facilities 6.
Track-type facilities 6 are set, for supporting tunnel model 2, tunnel model 2 is entered line slip along track-type facilities 6.
As one of which preferred embodiment, the track-type facilities 6 include the screw mandrel for being arranged in the both sides of tunnel model 2
61, the screw mandrel 61 extends from inside to outside through model casing 1 from frozen soil, and its bearing of trend is parallel with tunnel model 2, the tunnel mould
The end of control section 21 of type 2 is connected with support skid 7, and the screw mandrel 61 passes through solid by screw mandrel spud pile 62 after support skid 7
Fixed, track-type facilities 6 enable tunnel model 2 to enter line slip along screw mandrel 61, it is ensured that glide direction is fixed so that tunnel model is being slided
During do not shift, misorientation.
Further, support skid 7 is welded as a whole with tunnel model 2, and the material of support skid 7 and screw mandrel is stainless
Steel, takes this material, can greatly improve the service life of model system.
One end of screw mandrel 61 is located in frozen soil, and the other end extends to the outside of model casing 1, and the screw mandrel spud pile 62 is located at silk
The model casing lateral ends of bar 62.
As one of which preferred embodiment, model casing 1 is the rectangular box that top is provided with back pressure plate 8, described
Back pressure plate 8 and the detachable connection of model casing 1, make model casing 1 be realized by back pressure plate 8 and are opened and closed, the inwall of the model casing 1 is set
There is thermal insulation layer 9, model casing 1 is opened and/or closed by back pressure plate 8, so as to enter in experimentation to model system
Row arrangement and installation, and the frozen soil of different attribute is filled as needed, carry out the excavation face analysis of stability under a variety of frozen soil environments
Analysis.
Thermal insulation layer is set in model casing, effectively can prevent frozen soil from radiating, so that frozen soil keeps former in a long time
It is stateful, it is ensured that there is simulation system time enough to carry out simulated experiment, it is ensured that data more closing to reality.
Further, the material of the back pressure plate 8 is iron, and the thermal insulation layer 9 is adiabatic coiled material, along along rectangular box six
Adiabatic coiled material is arranged with wall, the thickness of the adiabatic coiled material is corresponding with the volume of model casing, it is ensured that the jelly in model casing
Soil is chronically at the trystate of needs.
As one of which preferred embodiment, backpressure device 10 is installed on the model casing 1, the backpressure device 10
Including the fixed plate 101 installed in the top of model casing 1, the two ends of the fixed plate 101 are connected with locking pull bar 102.
Installation locking pull bar 102, makes the fixed plate 101 be strained and fixed by locking pull bar 102, is contained in model casing 1
Frozen soil,, can be to frozen soil using the backpressure device 10 of this programme, it is necessary to ensure that frozen soil compacting is filled up after frozen soil fills model casing 1
Carry out compaction treatment.
The cable-through hole passed through for sensor-based system wiring is additionally provided with the model casing 1, due to being disposed with use in frozen soil
In the sensor-based system of measuring frozen morphological parameters, sensor-based system includes a variety of measuring apparatus, and measuring apparatus needs and processing system
Connection, by opening up cable-through hole on model casing, the wiring for measuring apparatus passes through, and the size of cable-through hole is adapted to wiring,
Avoid cable-through hole excessive, prevent radiating serious.
As a kind of embodiment therein, as shown in Figure 4, Figure 5 and Figure 6, sensor-based system also includes displacement meter 14, soil pressure
Power box 15 and foil gauge 13, the soil pressure cell 15 are arranged on model for anchor 5（Equivalent to liner structure）Outer layer, is leaned in frozen soil
The position of nearly excavation face 3 is also disposed with soil pressure cell, and the displacement meter 14 is arranged close to the frozen soil of the upper surface inwall of model casing 1
Also displacement meter 14 is disposed with top layer, and in the rear end face inwall frozen soil top layer of model casing 1, the foil gauge 13 is arranged in excavation
The outer surface of model for anchor 5 at face 3.
Using soil pressure cell measuring frozen each time of measuring point pressure, so as to obtain pressure changing, displacement
Count for the settling amount in measuring frozen layer, so as to analyze the steadiness of excavation face according to settling amount.
Foil gauge is arranged, the dependent variable of liner structure each point is measured by foil gauge, so that the dynamic to analyze thawed core
Development law and excavation face Failure Mechanism provide basic data.
Further, the foil gauge 13 is low temperature uniaxial strain piece, and foil gauge 13 is adopted to be arranged in the method for paste and opened
Model for anchor 5 at digging face 3（Liner structure）Outer surface.
Further, the displacement meter 14 is linear displacement transducer.
Further, the soil pressure cell 15 is the special miniature soil pressure cell of model test.
As one of which embodiment, offered on the rear end face of the model casing 1 for install brace rod 16 compared with
Aperture, the brace rod 16 is connected with fixed plate 17, and the brace rod 16 and fixed plate 17 are used to install soil pressure cell 15 and displacement
Meter 14.
The brace rod 16 is reinforcing bar, and the fixed plate 17 is square plate, and reinforcing bar and square plate are welded to connect.
The end face that large hole is offered on model casing is front end face, and opposite side is rear end face, and branch is arranged on rear end face
Muscle is supportted, and the brace rod is fixed by fixed plate, such structure is easily installed soil pressure cell and displacement meter, makes soil pressure
Box and displacement meter are fixed.
The processing system includes the data acquisition device for being used to gather the sensor-based system morphological parameters, the data acquisition
Device is connected to store, analyze the processing unit of morphological parameters, and the processing unit exports processing data.
As a kind of embodiment therein, the data acquisition device includes data collecting instrument and deformeter, the number
It is used for the lining cutting for obtaining the settling amount of displacement meter measurement, the measuring point temperature of temperature measuring set measurement and foil gauge measurement according to Acquisition Instrument
Structural strain amount, the deformeter is used for the soil pressure for the seepage pressure and soil pressure cell measurement for gathering the measurement of seepage pressure measuring instrument
Power, the data collecting instrument and deformeter are connected to processing unit, and the processing unit is computer system.
Embodiment 2
As shown in Figure 1 and Figure 7, for regulating and controlling the experimental method in country rock temperature field in front of frozen soil tunnel excavation face, using embodiment 1
In simulation system temperature field is regulated and controled, comprise the following steps：
A, composition model system, predefine the size of tunnel model 2, and open up corresponding with tunnel model 2 on model casing 1
Large hole, while opening up smaller hole and cable-through hole, is fixed after getting out model casing 1, and is installed in the inwall of model casing 1
Thermal insulation layer 9；
B, tunnel model 2 is moved to inside model casing 1, lining model groove 4 is installed, and passes through lining model groove 4 makes supporting
It is close to the inwall of model casing 1 in model 5, the front end for building model groove 4, it is ensured that not spillage；
C, removal lining model groove 4, and the frozen soil for needing to analyze is laid in model casing 1, while arranging sensor-based system；
D, tunnel model 2 released, expose face and model for anchor 5（Liner structure）, it is passed through the hot blast of different temperatures；
E, the Failure Mechanism of frozen soil tunnel excavation face 3 is obtained by processing system.
When containing frozen soil in model casing, the type of frozen soil is similar to the frozen soil during practice of construction, different in analysis
Frozen Ground Area tunnel excavation during excavation face stability when, correspondence take corresponding frozen ground types, so as to obtain the jelly
The Tunnel Stability mechanism in soil area, and corresponding scheme is provided.The simulation system and experimental method of the present invention can be used for various
The sunykatuib analysis of frozen ground types, and provide suggestion and advisory opinion to the construction of Practical Project.
After tunnel model is released, toward face and liner structure in be passed through the hot blast of different temperatures, can simulate different
External environment condition, progress obtains the stabilization that same type of frozen soil carries out excavation face during heat exchange under different environmental conditions
Implementations, so as to carry out many analyses, obtain more fully with wide in range data reference.
The experimental method of the present embodiment is tested by foregoing simulation system, obtains tunnel excavation face Failure Mechanism
Afterwards, Corresponding Countermeasures can be just taken during practice of construction, the stability to frozen soil tunnel excavation face is adjusted, so that effectively
Avoid the generation of the disaster accidents such as Tunnel Landslide, roof fall.
As one of which preferred embodiment, as shown in Figures 2 and 3, the temperature measuring set 11 is passed using temperature
Sensor, the seepage pressure measuring instrument 12 uses osmometer, and temperature sensor and osmometer are arranged in multiple sections of tunnel model
On face, including the section near excavation face, on each section, extended with tunnel model centrally along multiple radial directions,
Each radial direction arranges that the temperature near multiple temperature sensors and multiple osmometers, excavation face on section is passed
Sensor and osmometer arrangement density are higher than other sections.
Take aforesaid way to arrange temperature sensor and osmometer, temperature sensor and osmometer is arranged more comprehensive,
The temperature variations and seepage pressure situation of change of all region frozen soil can be measured, makes data analysis, handle more accurate,
Also the situation of change closer to frozen soil during practice of construction, the excavation face instability Mechanism for drawing the simulation system of this programme
Analysis is more accurate.
The higher temperature sensor and osmometer of density is arranged in section near excavation face, so as to more accurately measure
Excavate the permafrost change situation that surface construction is caused.
Further, the temperature sensor and osmometer are sequentially arranged, and temperature sensor is popped one's head in using platinum resistance, is oozed
Pressure meter uses the special miniature osmometer of model test.
In the step a, the size of tunnel model is determined according to Practical Project, and the size of tunnel model, which will be met, actually to be applied
The tunnel prototype of work and the similitude of tunnel model diabatic process, make the convection transfer rate likelihood ratio and geometric similarity ratio in model
Product be equal to frozen soil the thermal conductivity factor likelihood ratio.
In the step b, make model for anchor when, model for anchor using certain mass than water, gypsum, diatom mixture
It is made and forms with iron wire, model for anchor raw material is prepared in advance, is installed after lining model groove, the raw material configured is poured into lining
Build in model groove, treat that it is cooled down, hardening finally takes out lining model groove, so as to form the liner structure of simulation system.
Claims (10)
1. a kind of be used to regulate and control the simulation system that frozen soil tunnel excavates face stability, including model system, sensor-based system and processing
System, wherein：
The model system includes offering installation tunnel on the model casing and tunnel model for being used to contain frozen soil, the model casing
The large hole of model, enables the tunnel model to be released out of this large hole, and then makes the excavation face and extraneous phase of simulation frozen soil
It is logical；
The sensor-based system includes temperature measuring set and seepage pressure measuring instrument, temperature measuring set and the seepage pressure measuring instrument
Install in model casing and be connected with processing system, the excavation face morphological parameters for measuring frozen；
The processing system includes the data acquisition device for being used to gather the sensor-based system morphological parameters, the data acquisition device
It is connected to store, analyze the processing unit of morphological parameters, the processing unit exports processing data.
2. according to claim 1 be used to regulate and control the simulation system that frozen soil tunnel excavates face stability, it is characterised in that institute
Stating tunnel model includes setting on the outside of the supporting section being arranged in frozen soil and the control section extended on the outside of large hole, the supporting section
Lining model groove is equipped with, the lining model groove is used for the model for anchor of solidification simulation tunnel lining structure, the lining model
The opening for being separated with model for anchor is offered on groove, the lining model groove is provided with erection support.
3. according to claim 2 be used to regulate and control the simulation system that frozen soil tunnel excavates face stability, it is characterised in that institute
State the track-type facilities that model system also includes being used to support the tunnel model to slide.
4. it is used to regulate and control the simulation system that frozen soil tunnel excavates face stability, its feature according to one of claim 1-3
Be, the model casing rectangular box, the rectangular box top plate for can opening type back pressure plate, model casing is passed through back pressure plate real
Now it is opened and closed, the inwall of the model casing is provided with thermal insulation layer.
5. it is used to regulate and control the simulation system that frozen soil tunnel excavates face stability, its feature according to one of claim 1-3
It is, backpressure device is installed on the model casing, the backpressure device includes the fixed plate installed in model casing top, described solid
The two ends of fixed board are connected with locking pull bar.
6. it is used to regulate and control the simulation system that frozen soil tunnel excavates face stability, its feature according to one of claim 1-3
It is, the sensor-based system also includes displacement meter, soil pressure cell and foil gauge, the soil pressure cell is arranged on outside liner structure
Layer, the position close to excavation face in frozen soil is also disposed with soil pressure cell, and the displacement meter is arranged close to model casing upper surface
Also displacement meter, the foil gauge arrangement are disposed with the frozen soil top layer of inwall, and in the rear end face inwall frozen soil top layer of model casing
The liner structure outer surface at excavation face.
7. according to claim 6 be used to regulate and control the simulation system that frozen soil tunnel excavates face stability, it is characterised in that institute
The smaller hole offered on the rear end face of model casing for installing brace rod is stated, the brace rod is connected with fixed plate, the support
Muscle and fixed plate are used to install soil pressure cell and displacement meter.
8. according to claim 7 be used to regulate and control the simulation system that frozen soil tunnel excavates face stability, it is characterised in that institute
Stating data acquisition device includes data collecting instrument and deformeter, and the data collecting instrument is used for the sedimentation for obtaining displacement meter measurement
The liner structure dependent variable of amount, the measuring point temperature of temperature sensor measurement and foil gauge measurement, the deformeter oozes for collection
The seepage pressure of flowing pressure measuring instrument measurement and the soil pressure of soil pressure cell measurement, the data collecting instrument and deformeter are connected to
Processing unit, the processing unit is computer system.
9. a kind of be used to regulate and control the experimental method in country rock temperature field in front of frozen soil tunnel excavation face, it is characterised in that using as weighed
Profit requires that the simulation system described in one of 1-8 regulates and controls to temperature field, comprises the following steps：
A, composition model system, predefine the size of tunnel model, and open up on model casing it is corresponding with tunnel model compared with
Macropore, while opening up smaller hole and cable-through hole, is ready to be fixed after model casing, and installs heat-insulated in the model chamber interior wall
Layer；
B, tunnel model is moved to inside model casing, lining model groove is installed, and passes through lining model groove makes model for anchor；
C, removal lining model groove, and the frozen soil for needing to analyze is laid in model casing, while arranging sensor-based system；
D, tunnel model released, expose face and liner structure, be passed through the hot blast of different temperatures；
E, frozen soil tunnel excavation face Failure Mechanism is obtained by processing system.
10. according to claim 9 be used to regulate and control the experimental method in country rock temperature field in front of frozen soil tunnel excavation face, it is special
Levy and be, the temperature measuring set uses temperature sensor, the seepage pressure measuring instrument uses osmometer, temperature sensor and
Osmometer is arranged on multiple sections of tunnel model, including the section near excavation face, on each section, with tunnel
Model center extends along multiple radial directions, and each radial direction arranges multiple temperature sensors and multiple osmotic pressures
Temperature sensor and osmometer arrangement density near meter, excavation face on section are higher than other sections.
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| CN114280273A (en) * | 2021-12-16 | 2022-04-05 | 海南云时空信息科技有限公司 | Big data-based intelligent analysis system for tunnel excavation face instability model simulation test |
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