CN104614242A - Excavation and surrounding rock stress and strain monitoring model testing device for rock-soil chamber under complicated conditions, and method thereof - Google Patents
Excavation and surrounding rock stress and strain monitoring model testing device for rock-soil chamber under complicated conditions, and method thereof Download PDFInfo
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- CN104614242A CN104614242A CN201510050600.3A CN201510050600A CN104614242A CN 104614242 A CN104614242 A CN 104614242A CN 201510050600 A CN201510050600 A CN 201510050600A CN 104614242 A CN104614242 A CN 104614242A
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Abstract
The invention relates to an excavation and surrounding rock stress and strain monitoring model testing device for a rock-soil chamber under complicated conditions, and a method thereof. Four stand columns with L-shaped cross sections are arranged at four corners of the upper surface of a substrate, pressure plates capable of moving horizontally are arranged between adjacent L-shaped stand columns to form a cuboid cavity which is filled with rock-soil test samples. The testing device has the technical effects that the stress, strain and volume change rules of the chamber surrounding rock when a rock-soil chamber is excavated under the complicated conditions of high pressure, high temperature and the like, so that the model testing device can provide scientific base for the design and construction decision of the chamber, and also provides a theoretical basis for the prevention and control of geological disaster during the chamber construction.
Description
Technical field
The present invention relates to a kind of monitoring model test unit, particularly relate in a kind of underground engineering construction process, the complex condition such as high pressure, high temperature lab simulation Rock And Soil adit digging process and and Real-Time Monitoring surrouding rock stress, the test unit straining rule and method thereof.
Background technology
Along with the fast development of China's economy, the excavation quantity of chamber grows with each passing day.At traffic and transport field, the construction in the tunnel of a large amount of speciality in China central and west regions, buried and complex geologic conditions; In field of water conservancy, the construction of large span Hydraulic Tunnel and big cross section, high retaining wall underground factory building; In field of mining, the construction in underground mine tunnel in the exploitation of deep mineral reserve; In urban construction field, the construction of deep subway tunnel and underground stereo transport hub; In Waste disposal field, the construction in radiation proof subterranean laboratory, nuke rubbish underground disposal storehouse.Surrounding rock of chamber refers to around chamber, causes certain limit internal stress, strains the rock mass readjusting the equilibrium state reaching new due to the excavation of artificial chamber.After adit digging, the stability of surrouding rock stress, strain development law direct relation surrounding rock of chamber.Design and the construction of tradition Geotechnical Engineering carry out according to construction experience.When excavation activity is that heuristic methods is effective often in small-scale scope with close to when the degree of depth on earth's surface is carried out.But continuing to increase and constantly developing to deep formation along with excavation scale, heuristic methods is more and more ineffective.The high-ground stress of chamber, complex geological condition very easily bring out cave in, unstability, rock burst or other failure mode.Therefore, development special test equipment, dissect in complex condition adit digging process or surrouding rock stress after humiture change, strain development law abnormal important, related conclusions can be chamber design and constructs provides the decision-making foundation of science, also can provide fundamental basis for surrounding rock of chamber hazards control.
At present, for surrounding rock of chamber stress monitoring, be all after adit digging completes, photoelastic taseometer, string wire pressure cell to be bonded on country rock wall or to be sent into by anchor ergometer in boring anchoring or pressure cushion (capsule) put into the country rock wall slit cut a hole, and close contact, thus obtain stress intensity and the distribution situation of country rock after adit digging.
Surface strain and territory internal strain can be divided into by excavating the country rock strain caused.And for surrounding rock of chamber strain monitoring, be all adopt electric resistance strain film method, photoelastic strain gage method, string wire strain gauge method and clock gauge method etc. to measure after adit digging completes.Conventional in country rock strain measurement is electric resistance strain film method and clock gauge method, wherein the former to measurement surface strain and territory internal strain all applicable, the latter is only applicable to measure surface strain, but measures method for the mainly anchor pole measuring territory internal strain.
At present, which kind of monitoring tool no matter is adopted to implement surrouding rock stress monitoring, all can cause Secondary Disturbance to country rock, surrounding rock of chamber stress, strain monitoring means are all failed complete monitoring surrounding rock of chamber stress, strain under different digging mode and are readjusted until arrives the process newly balanced.Existing surrounding rock of chamber stress, strain monitoring model test apparatus fail the adit digging of effectively simulating under the true stressing conditions, particularly complex stress condition of Rock And Soil.So rig for testing urgently designs research and development more accurately relatively.
Summary of the invention
Object of the present invention is just that the technical disadvantages overcoming existing surrounding rock of chamber stress, strain monitoring means and existing model test apparatus is with not enough, provides surrouding rock stress, strain monitoring model test apparatus and method thereof in the complex condition Rock And Soil adit digging such as a kind of high pressure, high temperature or chamber humiture change procedure.
The dismounting of this model test apparatus of the first is flexible, can according to the Rock And Soil actual condition of required simulation, different experiment materials is adopted to build scale model in test unit main cavity, and before excavation, lay the mechanical behavior parameter monitoring sensors such as stress, strain and displacement, sensor external data harvester also passes through microcomputer image data.
It two is that this model test apparatus can the suffered real three-dimensional stress state of accurate simulation Rock And Soil, and in adit digging process, complete monitoring also records the Changing Pattern of surrounding rock of chamber stress, strain.This can provide the decision-making foundation of science for the design of chamber and construction.
It three is that this model test apparatus can after accurate simulation Rock And Soil adit digging, the Changing Pattern of surrounding rock of chamber stress, strain in cave indoor temperature and humidity change procedure; Also by chemical migration of elements rule (model test as spentnuclear fuel underground disposal storehouse Radionuclide Migration rule) in embedding Sensor monitoring chamber in advance before excavating, the military service efficiency evaluation that can be chamber operation process by above-mentioned model test provides the decision-making foundation of science.
It four is that this model test apparatus can realize in heterogeneity Rock And Soil, adopts different construction method to carry out the adit digging of various form of fracture.This is conducive to, and we select rationally in heterogeneity Rock And Soil adit digging, the construction method of safety and efficiently.
The present invention is achieved like this, a kind of complex condition Rock And Soil adit digging and surrouding rock stress, strain monitoring model test apparatus, it comprises pedestal, L shape column, counter-force device, horizontal pressure force device, vertical pressure device, pressure plare, Rock And Soil sample, pressure-bearing, string wire pressure cell, resistance strain gage, it is characterized in that: the upper surface Corner Strapped of pedestal has xsect to be four root posts of L shape, be provided with pressure plare between adjacent L shape column and form rectangular parallelepiped cavity, filling Rock And Soil sample in rectangular parallelepiped cavity, two pressure plares that rectangular parallelepiped cavity is adjacent connect horizontal pressure force device by bearing plate, another two pressure plares that rectangular parallelepiped cavity is adjacent connect counter-force device, the top of described rectangular parallelepiped cavity is provided with pressure plare, pressure plare is provided with bearing plate, bearing plate connects vertical pressure device, the pressure plare of chamber development end side is reserved with the excavated section of later stage chamber, while filling Rock And Soil sample, around chamber section, arranges string wire pressure cell in Rock And Soil, resistance strain gage or other physical and mechanical property monitoring sensor.
Set up geologic model according to the Rock And Soil characteristic of surrounding rock of chamber, architectural feature and engineering geomechanics characteristic, and be summarised as testing laboratory's mathematical model, then set up the physical model of surrounding rock of chamber with analog material; The mutual vertical uniform load that applying two is certain on the positive facade of sample and side elevation further, certain evenly load is applied at sample top, the true self-weight stress field of chamber present position can be simulated, enable sample real simulation surrounding rock of chamber initial stress state; Adopt the pressure plare that arbitrarily can switch chamber form of fracture according to test design, carry out the adit digging of different construction method in conjunction with supporting underground boring tool; And lay monitoring system around adit digging section, thus obtain the Changing Pattern of surrounding rock of chamber stress, strain in adit digging process.
Technique effect of the present invention is: the three-dimensional stress state 1, suffered by this model test apparatus energy real simulation chamber position, can also determine the three-dimensional stress state of Rock And Soil sample complexity voluntarily, can press close to engineering reality according to test demand; 2, this model test apparatus energy complete and accurate reflect Rock And Soil adit digging under complex stress condition time, the stress of surrounding rock of chamber, strain rule, the decision-making of science can be provided for the design of chamber and construction, also can provide theoretical foundation for the hazards control in chamber construction.
Accompanying drawing explanation
Fig. 1 is vertical view of the present invention.
Fig. 2 is sectional view of the present invention.
In the drawings, 1-pedestal; 2-L shape column; 3-counter-force device; 4-horizontal pressure force device; 5-vertical pressure device; 6-pressure plare; 7-Rock And Soil sample; 8-bearing plate; 9-string wire pressure cell; 10-resistance strain gage; 11-creep into face; 12-data acquisition unit.
Embodiment
As Fig. 1, shown in 2, the present invention is achieved like this, a kind of complex condition Rock And Soil adit digging and surrouding rock stress, strain monitoring model test apparatus, the upper surface of pedestal 1 fixes the four L shape columns 2 being vertically provided with and having spacing, be provided with pressure plare 3 between adjacent L shape column 2 and form rectangular parallelepiped cavity, filling Rock And Soil sample 7 in rectangular parallelepiped cavity, two pressure plares 6 that rectangular parallelepiped cavity is adjacent connect horizontal pressure force device 4 by bearing plate 8, another two pressure plares that rectangular parallelepiped cavity is adjacent connect counter-force device 3, the top of described rectangular parallelepiped cavity is provided with pressure plare, pressure plare is provided with bearing plate, bearing plate connects vertical pressure device 5, the pressure plare of chamber development end side is reserved with the excavated section of later stage chamber, around chamber section, string wire pressure cell 9 is arranged in Rock And Soil while filling Rock And Soil sample, resistance strain gage 10 or other physical and mechanical property monitoring sensor.Can be used for loading sample in the container of four pieces of pressure plare compositions, while filling sample, around chamber section, in Rock And Soil, arrange string wire pressure cell, resistance strain gage or other physical and mechanical property monitoring sensor according to test design scheme.For avoiding sample in heavily stressed applying process to become by free body, the length that pressure plare length should be less than between column often holds about 5cm; The side direction gravity stress of horizontal pressure force device simulation chamber position, the vertical gravity stress of vertical pressure device simulation chamber position; Around chamber section to be excavated, arrange 6 string wire pressure cells and 6 pieces of resistance strain gages, string wire pressure cell is connected with data acquisition unit respectively with resistance strain gage, realizes the stress of surrounding rock of chamber in excavation project, strain detecting and record.
Fill Rock And Soil sample 7 simultaneously, according to the design of test, at the bottom of chamber vault, haunch, arch, near side wall, bury six string wire pressure cells 9 and six resistance strain gages 10 respectively underground according to test design in sample respectively; Add vertical pressure plare 6 and bearing plate 8 after Rock And Soil sample 7 fills, carry out the simulation loading of the vertical gravity stress in surrounding rock of chamber position and side direction gravity stress; Check stress, strain initial value, if Pass Test designing requirement, wait for that Rock And Soil sample 7 consolidation is complete, carry out being operated by the face of creeping into 11 adit digging of different construction method; The string wire pressure cell 9 laid in Rock And Soil sample 7 is connected with data acquisition unit 12 respectively with resistance strain gage 10, detects and record the stress of country rock in adit digging process, strain.
This test method, based on Rock And Soil adit digging under above-mentioned complex stress condition and surrouding rock stress, strain monitoring model test apparatus, specifically comprises the following steps:
1, test prepares
According to the development end pressure plare needed for adit digging form of fracture Selection experiment, by complete for the assembling of four pieces of pressure plares, between pressure plare and horizontal pressure force device, counter-force device, arrange bearing plate respectively.
2, the preparation of Rock And Soil sample
A) Rock And Soil sample adopts distribution characteristics and the engineering geomechanics character of similar material simulation chamber position country rock;
B), in the sample near adit digging section, while sample fills, laid the monitoring sensors such as string wire pressure cell, resistance strain gage according to test design, and string wire pressure cell has been connected with data acquisition unit respectively with resistance strain gage;
C) after sample fills, assemble the pressure plare of sample end face, bearing plate is arranged between pressure plare and vertical pressure device, according to the buried depth of chamber, calculate its vertical gravity stress and horizontal side to gravity stress, again horizontal pressure force and vertical pressure are adjusted to corresponding value, compacting consolidation time is not less than 48 hours;
3, monitoring system inspection
A) data acquisition unit is started, the stress initial value that observation string wire pressure cell is derived and the strain initial value that resistance strain gage tests out;
B) whether the initial value of inspection stress, strain remains in the error range of test design value, if stress, strain initial value exceed error range, change electronic devices and components or again prepare sample;
4, the sample degree of consolidation checks
If sample its stress, strain and body variate in 48 hours remain stable, then consolidation is good to show sample, can carry out next step test operation;
According to the corresponding adit digging mode of test design Scheme Choice, tunnel from there being the pressure plare side of chamber development end along horizontal line, stress, the strain variation rule of observing string wire pressure cell and resistance strain gage reflect, gather the stress of surrounding rock of chamber in digging process, strain data simultaneously.
Claims (3)
1. a complex condition Rock And Soil adit digging and surrouding rock stress, strain monitoring model test apparatus, it comprises pedestal, L shape column, counter-force device, horizontal pressure force device, vertical pressure device, pressure plare, Rock And Soil sample, pressure-bearing, string wire pressure cell, resistance strain gage, it is characterized in that: the upper surface corner of pedestal is provided with four root posts that xsect is L shape, be provided with the pressure plare that can produce horizontal shift between adjacent L shape column and form rectangular parallelepiped cavity, filling Rock And Soil sample in rectangular parallelepiped cavity, two pressure plares that rectangular parallelepiped cavity is adjacent connect horizontal pressure force device by bearing plate, another two pressure plares that rectangular parallelepiped cavity is adjacent connect counter-force device, the top of described rectangular parallelepiped cavity is provided with pressure plare, pressure plare is provided with bearing plate, bearing plate connects vertical pressure device, the pressure plare of chamber development end side there is preformed hole be convenient to later-stage utilization mole and implement adit digging simulation, while filling Rock And Soil sample, string wire pressure cell is arranged in Rock And Soil around the pre-excavated section of chamber, resistance strain gage or other physical and mechanical property monitoring sensor, sensor external data transmitting device through microcomputer gathering data in real time.
2. a kind of complex condition Rock And Soil adit digging according to claim 1 and surrouding rock stress, a strain monitoring model test method, is characterized in that: specifically comprise the following steps:
Test prepares
According to the development end pressure plare needed for adit digging form of fracture Selection experiment, by complete for the assembling of four pieces of pressure plares, between pressure plare and horizontal pressure force device, counter-force device, arrange bearing plate respectively;
The preparation of Rock And Soil sample and the applying of primary stress
Rock And Soil sample adopts similar material to make, for simulating distribution characteristics and the engineering geomechanics character of chamber position country rock;
In sample near adit digging section, while sample fills, lay the sensors such as string wire pressure cell, resistance strain gage according to test design, and string wire pressure cell has been connected with data acquisition unit respectively with resistance strain gage;
After sample fills, assemble the pressure plare of sample end face, bearing plate is arranged between pressure plare and vertical pressure device, according to the buried depth of chamber, calculate its vertical gravity stress and horizontal side to gravity stress, apply well-distributed pressure by horizontal pressure force device and vertical pressure device to sample, and horizontal pressure force and vertical pressure are stabilized in the original state value needed for test, compacting consolidation is greater than 48 hours;
Monitoring system checks
Start data acquisition unit, the stress initial value that observation string wire pressure cell is derived and the strain initial value that resistance strain gage tests out;
Whether the initial value of inspection stress, strain remains in the error range of test design value, if stress, strain initial value exceed error range, change electronic devices and components or again prepare sample;
The sample degree of consolidation checks
If sample its stress, strain and body variate in 48 hours remain stable, then consolidation is good to show sample, can carry out next step test operation;
According to the corresponding adit digging mode of test design Scheme Choice, tunnel from there being the pressure plare side of chamber development end along horizontal line, stress, the strain variation rule of observing string wire pressure cell and resistance strain gage reflect, gather the stress of surrounding rock of chamber in digging process, strain data simultaneously.
3. a kind of complex condition Rock And Soil adit digging according to claim 1 and surrouding rock stress, strain monitoring model test apparatus, it is characterized in that: for avoiding sample in heavily stressed applying process to become by free body, the length that pressure plare length should be less than between column often holds 5cm.
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Cited By (13)
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| CN105606456A (en) * | 2016-01-28 | 2016-05-25 | 中国矿业大学 | Test device and test method for simulating mechanics characteristic of surrounding rock on top plate of deep repository |
| CN107796646A (en) * | 2017-11-23 | 2018-03-13 | 中南大学 | Simulate the experimental rig and test method of deep-lying tunnel Blasting Excavation off-load |
| CN107870120A (en) * | 2017-10-16 | 2018-04-03 | 太原理工大学 | For simulating sophisticated loading device of the roadway surrounding rock in the case where ore deposit presses collected state |
| CN108333049A (en) * | 2018-05-07 | 2018-07-27 | 洛阳理工学院 | A kind of buried chamber first loads the test model excavated afterwards and test method |
| CN108387450A (en) * | 2018-03-19 | 2018-08-10 | 四川大学 | The different long-term mechanical behavior indoor simulation methods of adit digging condition deep wall rock |
| CN108956291A (en) * | 2018-06-15 | 2018-12-07 | 东北大学 | It is a kind of for assessing the Experimental Method in Laboratory of the rock mass strength of deep engineering |
| CN109632016A (en) * | 2019-02-20 | 2019-04-16 | 湖北理工学院 | Rock And Soil adit digging and surrouding rock stress, strain monitoring experimental rig and its method |
| CN109883778A (en) * | 2019-01-21 | 2019-06-14 | 绍兴文理学院 | Anchor structure face shearing test minimum sample determines method |
| CN110967463A (en) * | 2018-09-28 | 2020-04-07 | 东华理工大学 | Cave body excavation model test device |
| CN111720173A (en) * | 2020-06-30 | 2020-09-29 | 上海应用技术大学 | Contact roadway surrounding rock load detector and roadway excavation load detection method |
| CN112504816A (en) * | 2020-12-17 | 2021-03-16 | 东华理工大学 | Rock mechanics true triaxial experimental apparatus |
| CN112816332A (en) * | 2020-12-28 | 2021-05-18 | 长安大学 | Test method for simulating tunnel to penetrate through columnar jointed rock mass |
| CN115389286A (en) * | 2022-08-23 | 2022-11-25 | 东北大学 | Deep rock mass closed stress construction method for physical model test |
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| CN105606456A (en) * | 2016-01-28 | 2016-05-25 | 中国矿业大学 | Test device and test method for simulating mechanics characteristic of surrounding rock on top plate of deep repository |
| CN107870120A (en) * | 2017-10-16 | 2018-04-03 | 太原理工大学 | For simulating sophisticated loading device of the roadway surrounding rock in the case where ore deposit presses collected state |
| CN107796646A (en) * | 2017-11-23 | 2018-03-13 | 中南大学 | Simulate the experimental rig and test method of deep-lying tunnel Blasting Excavation off-load |
| CN108387450A (en) * | 2018-03-19 | 2018-08-10 | 四川大学 | The different long-term mechanical behavior indoor simulation methods of adit digging condition deep wall rock |
| CN108387450B (en) * | 2018-03-19 | 2019-01-25 | 四川大学 | The different long-term mechanical behavior indoor simulation methods of adit digging condition deep wall rock |
| CN108333049A (en) * | 2018-05-07 | 2018-07-27 | 洛阳理工学院 | A kind of buried chamber first loads the test model excavated afterwards and test method |
| CN108333049B (en) * | 2018-05-07 | 2024-01-26 | 洛阳理工学院 | Test model and test method for loading and then excavating deep underground chamber |
| CN108956291A (en) * | 2018-06-15 | 2018-12-07 | 东北大学 | It is a kind of for assessing the Experimental Method in Laboratory of the rock mass strength of deep engineering |
| CN108956291B (en) * | 2018-06-15 | 2019-11-22 | 东北大学 | It is a kind of for assessing the Experimental Method in Laboratory of the rock mass strength of deep engineering |
| CN110967463A (en) * | 2018-09-28 | 2020-04-07 | 东华理工大学 | Cave body excavation model test device |
| CN109883778A (en) * | 2019-01-21 | 2019-06-14 | 绍兴文理学院 | Anchor structure face shearing test minimum sample determines method |
| CN109883778B (en) * | 2019-01-21 | 2022-05-20 | 绍兴文理学院 | Method for determining minimum sample in shear test of anchoring structure surface |
| CN109632016A (en) * | 2019-02-20 | 2019-04-16 | 湖北理工学院 | Rock And Soil adit digging and surrouding rock stress, strain monitoring experimental rig and its method |
| CN111720173A (en) * | 2020-06-30 | 2020-09-29 | 上海应用技术大学 | Contact roadway surrounding rock load detector and roadway excavation load detection method |
| CN112504816A (en) * | 2020-12-17 | 2021-03-16 | 东华理工大学 | Rock mechanics true triaxial experimental apparatus |
| CN112816332A (en) * | 2020-12-28 | 2021-05-18 | 长安大学 | Test method for simulating tunnel to penetrate through columnar jointed rock mass |
| CN115389286A (en) * | 2022-08-23 | 2022-11-25 | 东北大学 | Deep rock mass closed stress construction method for physical model test |
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Application publication date: 20150513 |